20160551 Ver 1_Stormwater Approval_20160725

WithersRavenel
1/ Our People. Your Success.
STORK' WATER MANAGEMENT PLAN
DEER CREEK
Apex, NC
Prepared For:
MERITAGE HOMES
5400 Trinity Road, Palisades 1, Suite 107
Raleigh, NC 27607
Prepared By:
WithersRavenel
115 MacKenan Drive
Cary, NC 27511
919.469.3340
License No. C-0832
February 2016
WR No. 02140220
Jennifer C. Diaz, PE
Brandon J. Miller, EI
.1k

Deer Creek ;! WithersRavenel
Stormwater Management Plan Our People. Your Success.
Apex, North Carolina
INTRODUCTION
Deer Creek is a development in Apex, NC that is approximately 102 acres. This development consists of single
family lots, townhomes, sidewalks, parking, and infrastructure. There are 30 acres set aside for future
commercial development.
Figure 1. Project location outlined in red.
The site as it exists in the pre -development condition is approximately 81% wooded, l8% open, and 1% ponds.
The soils on the site are comprised of HSG 'B', 'C', and 'D' soil. Runoff flows from north to southeast and
ultimately goes to an existing stream system that feeds into Beaver Creek south of Olive Chapel Road. Where
the stream exits the property boundary in the south east is the central point of analysis, there are also points
of analysis in the northwest and southwest corners. The site is located within the Town of Apex's Primary
Watershed Protection District.
Town of Apex requires peak flow attenuation in the 1 -year, 24-hour storm and the 10-yerar 24-hour storm.
Additional zoning restrictions require the site to attenuate the 100 -year storm event as well. In order to meet
the Town of Apex requirements, 6 SCMs are proposed to mitigate the effects of the increased runoff from the
development by attenuating peak flows to predevelopment levels as well as treating the runoff from the 1"
storm. The proposed SCMs are designed per the most recent NCDENR Stormwater Best Management
Practices Manual.
Deer Creek WR No. 2140220
Stormwater Management Plan February 2016

Deer Creek ;! WithersRavenel
Stormwater Management Plan Our People. Your Success.
Apex, North Carolina
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by Wake County LI DAR
topography (1 -ft contours) and existing field surveys. Proposed drainage areas were based on field survey
data and proposed development within the drainage areas.
The scope of work included the following analyses:
Hydrology
Simulation of the 1 -year, 10 -year, and 100 -year rainfall events for the Apex, NC area
Formulation of the 1 -year, 10 -year, and 100 -year flood hydrographs for the pre- and post -
development drainage areas
Hydraulic
► Routing the 1 -year, 10 -year, and 100 -year flood hydrographs for predevelopment runoff from the
site.
► Routing the 1 -year, 10 -year, and 100 -year flood hydrographs for post -development runoff through
the stormwater control measures (SCMs).
► Analyzing results at the analysis point
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design requires the
development of a stage -storage and stage -discharge function for the proposed bioretention areas. The
rainfall/runoff hydrographs, stage -storage and stage -discharge functions have been compiled to create a
routing computer simulation model using Haestad Methods Pond Pack v10.0 software. This PondPack model
was then used to assess the peak water surface elevations for the design rainfall events. The PondPack
modeling results are provided as appendices to this report.
Hydrology
The SCS Method and NOAA Atlas 14 rainfall data was used to develop runoff hydrographs for the Type 11, 24-
hour duration, 1 -year and 10 -year storm events in the Apex area. This SCS method requires three basic
parameters: a curve number (CN), time of concentration (tc), and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil Survey of Wake
County, North Carolina (November 1970). Land use for existing conditions was based on the most recent
Wake County aerial photographs and field observations. Post development land use is based on the proposed
site plan. The curve numbers used in this study are listed in PondPack Routing appendix of this report.
Times of concentration were calculated using the TR -55 and Kirpich methods, and based on Wake County
topographic maps and field survey data. The post -development time of concentration was assumed to be the
minimum of 5 minutes for the drainage areas that are piped to the SCMs. The times of concentration used in
this study are listed in Pond Pack Routing appendix of this report.
Hydraulics
Computer simulated reservoir routing of the 1 -year, 10 -year, and 100 -year design storms utilized stage -
storage and stage -discharge functions. Stage -storage functions were derived from the proposed
configuration of the SCMs. A non-linear regression relation for surface area versus elevation was derived for
each SCM. This relation estimates the incremental volume of the basin to the stage or elevation of the basin.
Stage -discharge functions were developed to size the proposed outlet structure for the SCMs.
The backwater at the proposed culvert was included in the analysis for the 100 -year detention only.
Deer Creek WR No. 2140220
Stormwater Management Plan February 2016

Deer Creek ;! WithersRavenel
Stormwater Management Plan Our People. Your Success.
Apex, North Carolina
CONCLUSIONS
The proposed design utilizes 4 wet ponds, and 2 stormwater wetlands to achieve peak attenuation and water
quality requirements.
Based on the routing study, the proposed SCMs provide enough storage to reduce the post -development
runoff from the 1 -year, 10 -year, and 100 -year storm events to less than pre -development rates at all points
of analysis, while also safely passing the 100 -year storm event without overtopping.
DESIGN SUMMARY
Point of Analysis #1
Point of Analysis #2
Point of Analysis #3
1 -Year
0.37
0.37
0.00
0.00
10 -Year
2.87
2.87
0.00
0.00
100 -Year
5.78
5.78
0.00
0.00
SCM PERFORMANCE SUMMARY
SCM
...
D.
00
Freeboard
#1
295.00
292.69
293.60
293.99
1.01
#2
277.00
274.37
275.56
275.94
1.06
#3
281.00
278.78
279.72
280.09
0.91
#4
289.00
286.33
287.65
288.18
0.82
#5
287.50
284.17
286.01
286.55
0.95
#6
295.00
292.69
293.60
294.08
0.92
Deer Creek
Stormwater Management Plan
3
WR No. 2140220
February 2016

Deer Creek ;0 WithersRavenel
Stormwater Management Plan Our People. Your Success.
Apex, North Carolina
BACKGROUND INFORMATION
Deer Creek WR No. 2140220
Stormwater Management Plan February 2016

Custom Soil Resource Report
Map—Hydrologic Soil Group
O 685400 685500 685600 685700 685800 685900 686000 686100
O
35° 44' 29" N P
m
O
O
r`
N
M
O
O
O
n
T
M
O
O
U
O
M
O
N
M
O
O
n
N
T
M
O
O
O
m
O
O
35° 44 S" N M
685400 685500 685600 685700 685800 685900
3
0
G Map Scale: 1:5,040 if printed on A landscape (11" x 8.5") sheet.
Meters
N
0 50 100 200 300
Feet
0 200 400 800 1200
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
32
686200 686300 686400
35° 44' 29" N
g
N
r\
N
M
O
O
n
N
M
686000 686100 686200 686300 686400
35° 44'T N
3
io

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
0 C
0 C/D
0 D
0 Not rated or not available
Soil Rating Lines
�s A
A/D
rV B
rwr B/D
s,r C
C/D
rwI D
r Not rated or not available
Soil Rating Points
0 A
® A/D
■ B
■ B/D
Custom Soil Resource Report
MAP INFORMATION
p
C
The soil surveys that comprise your AOI were mapped at 1:15,800.
0
C/D
E3
D
Warning: Soil Map may not be valid at this scale.
®
Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
Water Features
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
Streams and Canals
soils that could have been shown at a more detailed scale.
Transportation
t++
Rails
Please rely on the bar scale on each map sheet for map
r+r+
Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Major Roads
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Background
Maps from the Web Soil Survey are based on the Web Mercator
Aerial Photography
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
33
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Jul 20, 2010—Apr 2,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting

Custom Soil Resource Report
Table -Hydrologic Soil Group
Hydrologic Soil Group- Summary by Map Unit -Wake County, North Carolina (NC183)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
AuA
Augusta fine sandy loam,
B/D
5.5
5.6%
0 to 2 percent slopes,
occasionally flooded
C
8.2
CrB2
Creed moor sandy loam, 2
8.3%
to 6 percent slopes,
moderately eroded
D
9.2
CrC
Creed moor sandy loam, 6
9.3%
to 10 percent slopes
GrB
Granville sandy loam, 2 to
B
4.4
4.5%
6 percent slopes
0.0
GrC
Granville sandy loam, 6 to
B
0.0%
10 percent slopes
GrC2
Granville sandy loam, 6 to
B
2.4
2.5%
10 percent slopes,
moderately eroded
MfB2
Mayodan sandy loam, 2
B
2.8
2.8%
to 6 percent slopes,
moderately eroded
MfC2
Mayodan sandy loam, 6
B
5.0
5.0%
to 10 percent slopes,
moderately eroded
M02
Mayodan sandy loam, 10
B
2.9
2.9%
to 15 percent slopes,
moderately eroded
PtD3
Polkton-White Store
D
0.0
0.0%
complex, 2 to 15
percent slopes,
severely eroded
W
Water
0.7
0.7%
WsB2
White Store sandy loam,
D
17.3
17.5%
2 to 6 percent slopes,
moderately eroded
Wsc
White Store sandy loam,
D
1.1
1.1%
6 to 10 percent slopes
WsC2
White Store sandy loam,
D
28.1
28.4%
6 to 10 percent slopes,
moderately eroded
WsE
White Store sandy loam,
D
0.1
0.1%
10 to 20 percent slopes
WyA
Worsham sandy loam, 0
D
11.1
11.2%
to 3 percent slopes
99.0
Totals for Area of Interest
100.0%
Rating Options -Hydrologic Soil Group
Aggregation Method. Dominant Condition
34

Custom Soil Resource Report
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
35

No. Revision Date B
Designer
BJM
Scale
1" = 200'
Drawn By
Date
BJM
2/12/2016
Checked By
Job No.
JCD
140220.0
M1011IR 111 m
- \N
POND
/ P01 3
TO BMP 6
ACRES
TO BMP 5 \ \
8.60 ACRES �✓
TO BMP 1
12.87 ACRES
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12.81 ACRES
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4.85 ACRES
TO BMP 3 (OFFSITE)
8.46 ACRES
• 1
fr 1
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If
0
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GRAPHIC SCALE
200 0 100 200 400
1 inch = 200 ft.
2' AND 10' CONTOURS SHOWN
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DEER CREEK
Town of Apex Wake County North Carolina
POST DRAINAGE AREA MAP
Wi thersRavenel
I/ Engineers I Planners I Surveyors
115 MacKenan Drive I Cary, NC 275111 t: 919.469.3340 1 license #: C-0832 I www.withersravenel.com
Sheet No.
POST

Deer Creek ;0 WithersRavenel
Stormwater Management Plan Our People. Your Success.
Apex, North Carolina
SCM SIZING
CALCULATIONS
Deer Creek WR No. 2140220
Stormwater Management Plan February 2016

Project Name: Deer Creek
City/State: Apex, NC
BMP 1 Wetland
STORMWATER WETLAND (40% TN Removal)
Land Use
Area
(ac)
% IA Imp. Area
(ac)
Impervious
5.55
100 5.6
Open Space
7.32
0 0.0
Wetland Zone Areas (sq. ft.)
10804
39%
Totals
12.87
5.6
Total % Impervious Surface Area = 43.1 %
Project #: 2140220
Date: 11 -Feb -16
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.44 in./in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.470 acre -ft
20468 cu. ft.
Temporary pool elevation=
292.50
feet
Storage volume provided =
0.590
acre -ft
Deep Pool
25700
cu. ft.
Wetland Zone Areas (sq. ft.)
10804
39%
WQ Ponding Depth =
12
in
Provided
% of total
Fo rebay
3351
12 %
Deep Pool
2478
9%
Shallow Land
10804
39%
Shallow Water
10805
39%
Totals
27438
100%

Project Name: Deer Creek Project #: 2140220
City/State: Apex, NC Date: 1 1 -Feb -16
BMP 1 Wetland.xlsx
STORMWATER WETLAND (40% TN Removal)
Orifice Calculator
Q=Cd*A*(2gh)"(1/2)
1" WATER QUALITY STORM VOLUME
Variables Constants
WQ Volume: 0.470 Acre -ft 25700.400 cf g = 32.2 ft/s2
Head / Driving Head: 1.00 ft 0.33 ft Cd= 0.6
Draw down time: 52 hrs 188365 s
Orifice Area = 0.049 sq. ft 7.068 sq. in
Orifice Diameter = 3.000 in
USE 3 INCH DIAMETER ORIFICE
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 1 Wetland.xlsx BMP 1 Wetland.xlsx - Orifice Calculator

'5' of W A T,F,9
��
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name
Deer Creek
Contact name
Jennifer C. Diaz, PE
Phone number
919-469-3340
Date
February 11, 2016
Drainage area number
1
II. DESIGN INFORMATION
Site Characteristics
in
Drainage area
560,617.20 ft2
Impervious area
241,758.00 ft2
Percent impervious
43.1% %
Design rainfall depth
1.00 inch
Peak Flow Calculations
1 -yr, 24 -hr rainfall depth
in
1 -yr, 24 -hr intensity
in/hr
Pre -development 1 -yr, 24 -hr runoff
96.41 ft3/sec
Post -development 1 -yr, 24 -hr runoff
66.62 ft3/sec
Pre/Post 1 -yr, 24 -hr peak control
-29.79 ft3/sec
Storage Volume: Non -SA Waters
Minimum required volume
20,467.76 ft3
Volume provided (temporary pool volume)
25,700.40 ft' OK
Storage Volume: SA Waters Parameters
1.5" runoff volume ft3
Pre -development 1 -yr, 24 -hr runoff volume ft3
Post -development 1 -yr, 24 -hr runoff volume ft3
Minimum volume required ft
Volume provided ft3
Outlet Design
Depth of temporary pool/ponding depth (DPlantJ 12.00 in OK
Drawdown time 2.18 days OK
Diameter of orifice 3.00 in OK
Coefficient of discharge (CD) used in orifice diameter calculation 0.60 (unitless)
Driving head (Ho) used in the orifice diameter calculation 0.33 ft OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 5

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4+ cubic -inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4+ cubic -inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+ cubic -inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4+ cubic -inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass -like Herbaceous (4+ cubic -inch)
27,438.00 ft2 OK
10,804.00 ft2 OK
39% %
10,805.00 ft2 OK
39% %
3,351.00 ft2 OK
12% %
2,478.00 ft2 OK
9% %
27,438.00 ft2 OK
0.00 ft2
292.50 ft amsl
291.50 ft amsl
291.00 ft amsl
288.50 ft amsl
288.50 ft amsl
N (Y or N)
ft amsl OK
Y (Y or N)
4.00 in OK
12.00 in OK
6.00 in OK
36.00 in OK
36.00 in OK
N (Y or N) OK
2,750
2,750
440
55 and 2,200
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 4 of 5

Additional Information
Can the design volume be contained?
Y
(Y or N)
Does project drain to SA waters? If yes,
N
(Y or N)
What is the length of the vegetated filter?
ft
Are calculations for supporting the design volume provided in the
Y
(Y or N)
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y
(Y or N)
Is the BMP located in a recorded drainage easement with a
Y
(Y or N)
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
4.11 :1
Approximate wetland length
415.00 ft
Approximate wetland width
101.00 ft
Approximate surface area using length and width provided
41,915.00
ft'
Will the wetland be stabilized within 14 days of construction?
Y
(Y or N)
OK
Excess volume must pass through filter.
OK
OK
OK
OK
This approx. surface area is within this number of square feet of
the entire wetland surface area reported above:
OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 5 of 5

WithersRavenet
SCM #1
DATE 12/1/2015
JOB NAME Deer Creek JOB NO. 02140220.0
SUBJECT Riser/Barrel Anti -Flotation Device SHEET NO. 1 of 1
COMPUTED BY WRP
CHECKED BY WRP
K:\06\06 -1490\061490 -Greystone SF-4\H-H\Anti-F1otation Device.xls
Unit Weight Water 62.4 Ibs/ft3
Unit Weight Concrete 142 Ibs/ft3
Riser Height (Hr)
5.5 (ft)
Riser Outside Wall Dimension (Dro)
6 (ft)
Riser Inside Wall Dimension (Dri)
5 (ft)
Exposed Barrel Length (Lb)
10 (ft)
Barrel Outside Diameter (Dbo)
3.5 (ft)
Barrel Inside Diameter (Dbi)
3 (ft)
Size of Drain Pipe (if present)
0.00 (ft)
Factor of Safety (FS)
1.15
Minimum weight of concrete needed
21113 lbs
Fb = Dro * Hr * 62.4 pcf + [;TDbo �� * 4 Lb * 62.4 pcf
�
Concrete Minimum — Fb * FS
Anti -Flotation Device
Length (L) 8 (ft)
Width (W) 8 (ft)
Height (H) 4 (ft)
Weight of Device 20378lbs W,,,,,i, , = L * W * H * (Wconc — WwateY ) pcf
Riser Device
Concrete in Riser
60.50 (ft)
Concrete Removed from Drain Pipe Opening
0.00 (ft)
Concrete Removed from Barrel Opening
4.81 (ft)
Weight of Device
4433 lbs
(Riser -Drain Opening -Barrel Opening)
Total Weight Riser + Anti -Flotation Device = 24810 lbs
This Device Passes
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\Anti-Flotation Device Calculations Page 1 of 6

Project Name: Deer Creek Project #: 2140220
City/State: Apex, NC Date: 11 -Feb -16
BMP 2 Pond.xlsx
Table 10.3 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
3.0
4.0
Permanent Pool Depth (feet)
5.0 6.0 7.0
8.0
9.0
10
0.9
0.8
0.6 0.5 0.5
0.4
0.4
20
1.5
1.1
1.0 0.9 0.8
0.7
0.7
30
1.9
1.7
1.4 1.3 1.0
0.9
0.9
40
2.5
2.0
1.8 1.6 1.5
1.2
1.1
50
3.0
2.5
2.0 1.9 1.7
1.5
1.5
60
3.5
2.8
2.5 2.2 1.9
1.8
1.7
70
4.0
3.3
2.8 2.5 2.2
2.0
1.9
80
4.5
3.8
3.3 2.8 2.6
2.1
2.0
90
5.0
4.0
3.5 3.0 2.8
2.5
2.4
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10-15, July 2007 rev. 6/16/09
STORMWATER BMP #2- STORMWATER WET POND (25% TN Removal)
Land Use
Area
(ac)
% IA
Imp. Area
(ac)
Impervious
4.22
100
4.2
Open Space
4.72
0
0.0
New BOC
0.66
100
0.7
New SW
0.12
100
0.1
New Lots
0.52
100
0.5
New Open
2.57
0
0.0
Totals
12.81
5.5
Total % Impervious Surface Area = 43.1 %
Surface Area of Permanent Pool:
Average depth = 4.00 ft
SADA ratio = 2.15 From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA = 0.276 acres
12023 sq. ft.
Normal pool elevation = 272.0 feet
Surface area provided = 0.342 acres
14912 sq. ft.
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.44 in./in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.467
acre -ft
20360
cu.ft.
Water quality pool elevation=
273.19 feet
Overflow elevation=
275.00 feet
Storage volume provided =
1.330 acre -ft
57935 cu. ft.
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 2 Pond.xlsx BMP 2 Pond.xlsx - Pond Design

Project Name: Deer Creek
Project #: 2140220
City/State: Apex, NC
Date: 11 -Feb -16
BMP 2 Pond.xlsx
STORMWATER BMP #2- STORMWATER WET
POND (25% TN Removal)
AVERAGE DEPTH
Per NCDENR "Stormwater Best Management Practices ", the average depth of a wet pond is to be calculated by
one of these two options:
Incremental
Accumulated
Below Normal Contour
Contour
Contour
Pool Contours Area
Volume
Volume
(feet) (SF)
(CF)
(CF)
266.00 6062
Abot_pond 267.00 6997
6524
6524 —Sediment Storage Volume
270.00 10203
25649
32173
271.00 11407
10799
42973
Abot shelf 271.50 12223
5906
48879
Aperm pool 272.00 14912
6773
55652 —Total Pond Volume
PPS = Total Volume -
Sediment Storage Volume = 49,128 cf
OPTION 1: Average Depth = Permanent
Pool Volume/ Surface Area
PPV =
49,128
cf
SA =
14,912
sf
day =
3.29 ft
OPTION 2: Use the following equation:
day = 0.25 x (1 + Abot_shelf)+ (Abot_shelf + Abot_pond)
x Depth
Aperm_pool
2
Abot shelf
day, = (0.25 x (1 + 12223
)) + ( 12223+
6997 ) x 4.5
14912
2
12223
day =
3.99 ft
Use Average Depth =
4.00 ft
OPTION 2
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 2 Pond.xlsx BMP 2 Pond.xlsx - Basin Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 2 Pond.xlsx
STORMWATER BMP #2- STORMWATER WET POND (25% TN Removal)
Project #: 2140220
Date: 1 1 -Feb -16
FOREBAY DESIGN
Per NCDENR "Stormwater Best Management Practices", the forebay volume should equal about 20% of the total
basin volume.
FOREBAY 1
267.00 1690 1527 1527 —Sediment Storage Volume
270.00 2852 6737 8265
271.00 3307 3077 11341 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 9,814 cf
% Forebay = 20.0%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 2 Pond.xlsx BMP 2 Pond.xlsx - Forebay Sizing
Incremental
Accumulated
Forebay
Contour
Contour
Contour
Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
266.00
1370
267.00 1690 1527 1527 —Sediment Storage Volume
270.00 2852 6737 8265
271.00 3307 3077 11341 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 9,814 cf
% Forebay = 20.0%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 2 Pond.xlsx BMP 2 Pond.xlsx - Forebay Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 2 Pond.xlsx
STORMWATER BMP #2- STORMWATER WET POND (25% TN Removal)
Orifice Calculator
Q=Cd*A*(2gh)'(1/2)
1" WATER QUALITY STORM VOLUME
Variables
WQ Volume:
0.467 Acre -ft 20359.605 cf
Head / Driving Head:
1.19 ft 0.40 ft
Draw down time:
85 hrs 307696 s
Orifice Area =
0.022 sq. ft 3.142 sq. in
Orifice Diameter =
2.000 in
USE 2 INCH DIAMETER ORIFICE
Project #: 2140220
Date: 12 -Feb -16
Constants
g = 32.2 ft/s2
Cd = 0.6
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 2 Pond.xlsx BMP 2 Pond.xlsx - Orifice Calculator

ARM
NCDENR
Project name
Contact person
Phone number
Date
Drainage area number
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
919.469.3340
2/11/2016
DA 2
Deer Creek
Jennifer Diaz, PE
(to be provided by DWQ)
OBOE WATF9QG
o
Il. DESIGN INFORMATION
_
Site Characteristics
Drainage area
558,004 ft2
Impervious area, post -development
240,461 ft2
% impervious
43.09%
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
20,360 ft3
57,935 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.8 in
(unitless)
(unitless)
0.12 in/hr OK
96.41 ft3/sec
66.62 ft3/sec
-29.79 ft3/sec
275.00 fmsl
272.00 fmsl
fmsl
272.50 fmsl
271.50 fmsl
267.00 fmsl
266.00 fmsl
1.00 ft
Y (Y or N)
275.0 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 5 of 6

Permit
II. DESIGN INFORMATION EEEEMI
Surface Areas
Area, temporary pool ft2
Area REQUIRED, permanent pool 12,023 ft2
SAIDA ratio 2.15 (unitless)
Area PROVIDED, permanent pool, Aperm_pool
14,912 ft2
OK
Area, bottom of 1Oft vegetated shelf, Abot shelf
12,223 ft2
OK
Area, sediment cleanout, top elevation (bottom of pond), Abot and
6,997 ft2
OK
Volumes
10.0 ft
OK
Volume, temporary pool
57,935 ft3
OK
Volume, permanent pool, Vperm-pool
49,128 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
9,814 ft3
OK
Forebay % of permanent pool volume
20.0% %
OK
SAIDA Table Data
Y (Y or N)
OK
Design TSS removal
90%
OK
Coastal SAIDA Table Used?
N (Y or N)
OK
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.15 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vperm-pool
49,128 ft3
Area provided, permanent pool, Aperm_pool
14,912 ft2
Average depth calculated
It
Need 3 ft min.
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Aperm-pool
14,912 ft2
Area, bottom of 1 Oft vegetated shelf, Abot shelf
12,223 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
6,997 ft'
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
4.50 ft
Average depth calculated
3.99 ft
OK
Average depth used in SAIDA, da,, (Round to down to nearest 0.5ft)
4.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
USE 2 INCH
Diameter of orifice (if circular)
DIAMETER in
ORIFICE
Area of orifice (if -non -circular)
int
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.40 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
96.41 ft3/sec
Post -development 1 -yr, 24 -hr peak flow
66.62 ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
0.07 ft3/sec
Storage volume drawdown time
3.56 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
4.2 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
(to be provided by DWQ)
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 6 of 6

WithersRavenet
SCM #2
DATE 12/1/2015
JOB NAME Deer Creek JOB NO. 02140220.0
SUBJECT Riser/Barrel Anti -Flotation Device SHEET NO. 1 of 1
COMPUTED BY WRP
CHECKED BY WRP
K:\06\06 -1490\061490 -Greystone SF-4\H-H\Anti-F1otation Device.xls
Unit Weight Water 62.4 Ibs/ft3
Unit Weight Concrete 142 Ibs/ft3
Riser Height (Hr)
9 (ft)
Riser Outside Wall Dimension (Dro)
6 (ft)
Riser Inside Wall Dimension (Dri)
5 (ft)
Exposed Barrel Length (Lb)
0 (ft)
Barrel Outside Diameter (Dbo)
4 (ft)
Barrel Inside Diameter (Dbi)
3.5 (ft)
Size of Drain Pipe (if present)
0.00 (ft)
Factor of Safety (FS)
1.15
Minimum weight of concrete needed
23250lbs
Fb = Dro * Hr * 62.4 pcf + [;TDbo �� * 4 Lb * 62.4 pcf
�
Concrete Minimum — Fb * FS
Anti -Flotation Device
Length (L) 7 (ft)
Width (W) 7 (ft)
Height (H) 4.5 (ft)
Weight of Device 17552 lbs w��e�;�E, = L * W * H * (WCO12C — GVWQtCY )p(f
Riser Device
Concrete in Riser
99.00 (ft)
Concrete Removed from Drain Pipe Opening
0.00 (ft)
Concrete Removed from Barrel Opening
6.28 (ft)
Weight of Device
7380 lbs
(Riser -Drain Opening -Barrel Opening)
Total Weight Riser + Anti -Flotation Device = 24932 lbs
This Device Passes
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\Anti-Flotation Device Calculations Page 2 of 6

Project Name: Deer Creek Project #: 2140220
City/State: Apex, NC Date: 11 -Feb -16
BMP 3 Pond.xlsx
Table 10.3 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
3.0
4.0
Permanent Pool Depth (feet)
5.0 6.0 7.0
8.0
9.0
10
0.9
0.8
0.6 0.5 0.5
0.4
0.4
20
1.5
1.1
1.0 0.9 0.8
0.7
0.7
30
1.9
1.7
1.4 1.3 1.0
0.9
0.9
40
2.5
2.0
1.8 1.6 1.5
1.2
1.1
50
3.0
2.5
2.0 1.9 1.7
1.5
1.5
60
3.5
2.8
2.5 2.2 1.9
1.8
1.7
70
4.0
3.3
2.8 2.5 2.2
2.0
1.9
80
4.5
3.8
3.3 2.8 2.6
2.1
2.0
90
5.0
4.0
3.5 3.0 2.8
2.5
2.4
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10-15, July 2007 rev. 6/16/09
STORMWATER BMP #3- STORMWATER WET POND (25% TN Removal)
Land Use
Area
(ac)
% IA Imp. Area
(ac)
Impervious
2.27
100 2.3
Open Space
2.58
0 0.0
Offsite
8.46
cu. ft.
Totals
13.31
2.3
Total % Impervious Surtace Area = 17.1
Surface Area of Permanent Pool:
Average depth = 4.00 ft
SADA ratio = 1.01 From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA = 0.135 acres
5865 sq. ft.
Normal pool elevation = 275.5 feet
Surface area provided = 0.150 acres
6524 sq. ft.
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.20 in./in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.226 acre -ft
9832 cu. ft.
Water quality pool elevation=
279.56
feet
Overflow elevation=
280.00
feet
Storage volume provided =
0.288
acre -ft
12545
cu. ft.
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 3 Pond.xlsx BMP 3 Pond.xlsx - Pond Design

Project Name: Deer Creek
Project #: 2140220
City/State: Apex, NC
Date: 11 -Feb -16
BMP
3 Pond.xlsx
STORMWATER BMP #3- STORMWATER WET POND (25% TN Removal)
AVERAGE DEPTH
Per NCDENR "Stormwater Best Management Practices ", the average depth of a wet pond is to be calculated by
one of these two options:
Incremental
Accumulated
Below Normal Contour
Contour
Contour
Pool Contours Area
Volume
Volume
(feet) (SF)
(CF)
(CF)
268.00 742
Abot_pond 269.00 1233
977
977 —Sediment Storage Volume
273.00 3357
8833
9810
274.00 4041
3694
13504
Abot shelf 275.00 4936
4481
17985
Aperm pool 275.50 6524
2856
20840 —Total Pond Volume
PPS = Total Volume - Sediment Storage Volume = 19,863 cf
OPTION 1: Average Depth = Permanent Pool Volume/ Surface Area
PPV =
19,863
cf
SA =
6,524
sf
day =
3.04 ft
OPTION 2: Use the following equation:
day = 0.25 x (1 + Abot_shelf+ (Abot_shelf + Abot_pond)
x Depth
Aperm_pool
2
Abot shelf
day, = (0.25 x (1 + 4936
)) + ( 4936+
1233 ) x 6.0
6524
2
4936
day =
4.19 ft
Use Average Depth =
4.00 ft
OPTION 2
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 3 Pond.xlsx BMP 3 Pond.xlsx - Basin Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 3 Pond.xlsx
STORMWATER BMP #3- STORMWATER WET POND (25% TN Removal)
Project #: 2140220
Date: 1 1 -Feb -16
FOREBAY DESIGN
Per NCDENR "Stormwater Best Management Practices", the forebay volume should equal about 20% of the total
basin volume.
FOREBAY 1
270.00 229 334 334 —Sediment Storage Volume
274.00 1299 2765 3099
275.00 1610 1452 4550 -Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 4,216 cf
% Forebay = 21.2%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 3 Pond.xlsx BMP 3 Pond.xlsx - Forebay Sizing
Incremental
Accumulated
Forebay
Contour
Contour
Contour
Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
268.00
112
270.00 229 334 334 —Sediment Storage Volume
274.00 1299 2765 3099
275.00 1610 1452 4550 -Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 4,216 cf
% Forebay = 21.2%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 3 Pond.xlsx BMP 3 Pond.xlsx - Forebay Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 3 Pond.xlsx
STORMWATER BMP #3- STORMWATER WET POND (25% TN Removal)
Orifice Calculator
Q=Cd*A*(2gh)'(1/2)
1" WATER QUALITY STORM VOLUME
Variables
WQ Volume:
0.226 Acre -ft
9831.855 cf
Head / Driving Head:
4.06 ft
1.35 ft
Draw down time:
89 hrs
321734 s
Orifice Area =
0.005 sq. ft
0.786 sq. in
Orifice Diameter =
1.000 in
USE 1 INCH DIAMETER ORIFICE
Project #: 2140220
Date: 12 -Feb -16
Constants
g = 32.2 ft/s2
Cd = 0.6
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 3 Pond.xlsx BMP 3 Pond.xlsx - Orifice Calculator

ARM
NCDENR
Project name
Contact person
Phone number
Date
Drainage area number
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
919.469.3340
1/15/2016
3
Deer Creek
Jennifer Diaz, PE
(to be provided by DWQ)
OBOE WATF9QG
o
Il. DESIGN INFORMATION
_
Site Characteristics
Drainage area
579,784 ft2
Impervious area, post -development
98,881 ft2
% impervious
17.05%
Design rainfall depth
in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
9,832 ft3
12,545 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.8 in
(unitless)
(unitless)
0.12 in/hr OK
96.41 ft3/sec
66.62 ft3/sec
-29.79 ft3/sec
280.00 fmsl
275.50 fmsl
fmsl
276.00 fmsl
275.00 fmsl
269.00 fmsl
268.00 fmsl
1.00 ft
Y (Y or N)
280.0 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 5 of 6

Permit
(to be provided by DWQ)
II. DESIGN INFORMATION EEEEMI
Surface Areas
Area, temporary pool ft2
Area REQUIRED, permanent pool 5,865 ft2
SAIDA ratio 1.01 (unitless)
Area PROVIDED, permanent pool, Aperm_pool
6,524 ft2
OK
Area, bottom of 1Oft vegetated shelf, Abot shelf
4,936 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot and
1,233 ft2
Volumes
DIAMETER in
Volume, temporary pool
12,545 ft3
OK
Volume, permanent pool, Vperm-pool
19,863 ft3
Volume, forebay (sum of forebays if more than one forebay)
4,216 ft3
Forebay % of permanent pool volume
21.2% %
OK
SAIDA Table Data
N (Y or N)
Design TSS removal
90%
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
1.01 (unitless)
Average depth (used in SAIDA table):
96.41 ft3/sec
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vperm-pool
19,863 ft3
Area provided, permanent pool, Aperm_pool
6,524 ft2
OK, draws down in 2-5 days.
Average depth calculated
It
Need 3 ft min.
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
ft
OK
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
OK
Area provided, permanent pool, Aperm-pool
6,524 ft2
OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf
4,936 ft2
OK
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
1,233 ft'
OK
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
6.00 ft
OK
Average depth calculated
4.19 ft
OK
Average depth used in SAIDA, da,, (Round to down to nearest 0.5ft)
4.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
USE 1 INCH
Diameter of orifice (if circular)
DIAMETER in
ORIFICE
Area of orifice (if -non -circular)
int
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
1.35 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
96.41 ft3/sec
Post -development 1 -yr, 24 -hr peak flow
66.62 ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
0.03 ft3/sec
Storage volume drawdown time
3.72 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
4.2 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
0.9 ft
Insufficient freeboard, minimum of 1 -ft required
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 6 of 6

WithersRavenet
SCM #3
DATE 12/1/2015
JOB NAME Deer Creek JOB NO. 02140220.0
SUBJECT Riser/Barrel Anti -Flotation Device SHEET NO. 1 of 1
COMPUTED BY WRP
CHECKED BY WRP
K:\06\06 -1490\061490 -Greystone SF-4\H-H\Anti-F1otation Device.xls
Unit Weight Water 62.4 Ibs/ft3
Unit Weight Concrete 142 Ibs/ft3
Riser Height (Hr)
10 (ft)
Riser Outside Wall Dimension (Dro)
6 (ft)
Riser Inside Wall Dimension (Dri)
5 (ft)
Exposed Barrel Length (Lb)
0 (ft)
Barrel Outside Diameter (Dbo)
3.5 (ft)
Barrel Inside Diameter (Dbi)
3 (ft)
Size of Drain Pipe (if present)
0.00 (ft)
Factor of Safety (FS)
1.15
Minimum weight of concrete needed
25834lbs
Fb = Dro * Hr * 62.4 pcf + [;TDbo �� * 4 Lb * 62.4 pcf
�
Concrete Minimum — Fb * FS
Anti -Flotation Device
Length (L) 8 (ft)
Width (W) 8 (ft)
Height (H) 4 (ft)
Weight of Device 20378lbs W,,,,,i, , = L * W * H * (Wconc — WwateY ) pcf
Riser Device
Concrete in Riser
110.00 (ft)
Concrete Removed from Drain Pipe Opening
0.00 (ft)
Concrete Removed from Barrel Opening
4.81 (ft)
Weight of Device
8373 lbs
(Riser -Drain Opening -Barrel Opening)
Total Weight Riser + Anti -Flotation Device = 28751 lbs
This Device Passes
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\Anti-Flotation Device Calculations Page 3 of 6

Project Name: Deer Creek Project #: 2140220
City/State: Apex, NC Date: 11 -Feb -16
BMP 4 Pond.xlsx
Table 10.3 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
3.0
4.0
Permanent Pool Depth (feet)
5.0 6.0 7.0
8.0
9.0
10
0.9
0.8
0.6 0.5 0.5
0.4
0.4
20
1.5
1.1
1.0 0.9 0.8
0.7
0.7
30
1.9
1.7
1.4 1.3 1.0
0.9
0.9
40
2.5
2.0
1.8 1.6 1.5
1.2
1.1
50
3.0
2.5
2.0 1.9 1.7
1.5
1.5
60
3.5
2.8
2.5 2.2 1.9
1.8
1.7
70
4.0
3.3
2.8 2.5 2.2
2.0
1.9
80
4.5
3.8
3.3 2.8 2.6
2.1
2.0
90
5.0
4.0
3.5 3.0 T 2.8
2.5
2.4
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10-15, July 2007 rev. 6/16/09
STORMWATER BMP #5- STORMWATER WET POND (25% TN Removal)
Area
Land Use (ac)
% IA Imp. Area
(ac)
Impervious 3.6
100 3.6
Open Space 4.73
0 0.0
Storage volume provided =
1.522
Totals 8.33
3.6
Total % Impervious Surtace Area = 43.2
Surface Area of Permanent Pool:
Average depth = 3.00 ft
SADA ratio = 2.66 From Table 10.3
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.222 acres
9655 sq. ft.
Normal pool elevation = 283.5 feet
Surface area provided = 0.234 acres
10207 sq. ft.
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.44 in./in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.305 acre -ft
13273 cu. ft.
Water quality pool elevation=
284.51
feet
Overflow elevation=
287.50
feet
Storage volume provided =
1.522
acre -ft
66298
cu. ft.
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 4 Pond.xlsx BMP 4 Pond.xlsx - Pond Design

Project Name: Deer Creek
Project #: 2140220
City/State: Apex, NC
Date: 11 -Feb -16
BMP
4 Pond.xlsx
STORMWATER BMP #5- STORMWATER WET POND (25% TN Removal)
AVERAGE DEPTH
Per NCDENR "Stormwater Best Management Practices ", the average depth of a wet pond is to be calculated by
one of these two options:
Incremental
Accumulated
Below Normal Contour
Contour
Contour
Pool Contours Area
Volume
Volume
(feet) (SF)
(CF)
(CF)
278.00 2984
Abot_pond 279.00 3733
3352
3352 —Sediment Storage Volume
281.00 5473
9151
12502
282.00 6462
5961
18463
Abot shelf 283.00 7780
7111
25574
Aperm pool 283.50 10207
4483
30057 —Total Pond Volume
PPS = Total Volume - Sediment Storage Volume = 26,705 cf
OPTION 1: Average Depth = Permanent Pool Volume/ Surface Area
PPV =
26,705
cf
SA =
10,207
sf
day =
2.62 ft
OPTION 2: Use the following equation:
day = 0.25 x (1 + Abot_shelf)+ (Abot_shelf + Abot_pond)
x Depth
Aperm_pool
2
Abot shelf
day, = (0.25 x (1 + 7780
)) + ( 7780+
3733 ) x 4.0
10207
2
7780
day =
3.40 ft
Use Average Depth =
3.00 ft
OPTION 2
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 4 Pond.xlsx BMP 4 Pond.xlsx - Basin Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 4 Pond.xlsx
STORMWATER BMP #5- STORMWATER WET POND (25% TN Removal)
Project #: 2140220
Date: 1 1 -Feb -16
FOREBAY DESIGN
Per NCDENR "Stormwater Best Management Practices", the forebay volume should equal about 20% of the total
basin volume.
FOREBAY 1
279.00 711 582 582 —Sediment Storage Volume
282.00 1769 3601 4184
283.00 2213 1987 6170 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 5,588 cf
% Forebay = 20.9%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 4 Pond.xlsx BMP 4 Pond.xlsx - Forebay Sizing
Incremental
Accumulated
Forebay
Contour
Contour
Contour
Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
278.00
462
279.00 711 582 582 —Sediment Storage Volume
282.00 1769 3601 4184
283.00 2213 1987 6170 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 5,588 cf
% Forebay = 20.9%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 4 Pond.xlsx BMP 4 Pond.xlsx - Forebay Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 4 Pond.xlsx
STORMWATER BMP #5- STORMWATER WET POND (25% TN Removal)
Orifice Calculator
Q=Cd*A*(2gh)"(1/2)
Project #: 2140220
Date: 12 -Feb -16
1" WATER QUALITY STORM VOLUME
Variables
Constants
WQ Volume:
0.305 Acre -ft
13273.095 cf g = 32.2 ft/s2
Head / Driving Head:
1.01 ft
0.34 ft cd. 0.6
Draw down time:
60 hrs
217694 s
Orifice Area =
0.022 sq. ft
3.143 sq. in
Orifice Diameter =
2.000 in
USE 2 INCH DIAMETER ORIFICE
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 4 Pond.xlsx BMP 4 Pond.xlsx - Orifice Calculator

ARM
NCDENR
Project name
Contact person
Phone number
Date
Drainage area number
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
919.469.3340
2/11/2016
4
Deer Creek
Jennifer Diaz, PE
(to be provided by DWQ)
OBOE WATF9QG
o
Il. DESIGN INFORMATION
_
Site Characteristics
OK, volume provided is equal to or in excess of volume required.
Drainage area
362,855 ft2
Impervious area, post -development
156,816 ft2
% impervious
43.22 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required 13,273 ft3
Volume provided
66,298 ft3
Is the pre/post control of the lyr 24hr storm peak flow required? Y
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
in
1.5' runoff volume
ft3
Pre -development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required? Y
(Y or N)
1 -yr, 24 -hr rainfall depth
in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
in/hr
Pre -development 1 -yr, 24 -hr peak flow
96.41 ft3/sec
Post -development 1 -yr, 24 -hr peak flow
66.62 ft3/sec
Pre/Post 1 -yr, 24 -hr peak flow control
-29.79 ft3/sec
Elevations
Temporary pool elevation
287.50 fmsl
Permanent pool elevation
283.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
fmsl
Top of 1 Oft vegetated shelf elevation
284.00 fmsl
Bottom of 1Oft vegetated shelf elevation
283.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
279.00 fmsl
Sediment cleanout, bottom elevation
278.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool? Y
(Y or N)
Elevation of the top of the additional volume
287.5 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 5 of 6

Permit
(to be provided by DWQ)
II. DESIGN INFORMATION EEEEMI
Surface Areas
Area, temporary pool ft2
Area REQUIRED, permanent pool 9,655 ft2
SAIDA ratio 2.66 (unitless)
Area PROVIDED, permanent pool, Aperm_pool
10,207 ft2
OK
Area, bottom of 1Oft vegetated shelf, Abot shelf
7,780 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot and
3,733 ft2
Volumes
DIAMETER in
Volume, temporary pool
66,298 ft'
OK
Volume, permanent pool, Vperm-pool
26,705 ft'
Volume, forebay (sum of forebays if more than one forebay)
5,588 ft'
Forebay % of permanent pool volume
20.9% %
OK
SAIDA Table Data
N (Y or N)
Design TSS removal
90%
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.66 (unitless)
Average depth (used in SAIDA table):
96.41 ft'/sec
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vperm-pool
26,705 ft'
Area provided, permanent pool, Aperm_pool
10,207 ft2
OK, draws down in 2-5 days.
Average depth calculated
It
Need 3 ft min.
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
ft
OK
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
OK
Area provided, permanent pool, Aperm-pool
10,207 ft2
OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf
7,780 ft2
OK
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
3,733 ft'
OK
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
4.00 ft
OK
Average depth calculated
3.40 ft
OK
Average depth used in SAIDA, da,, (Round to down to nearest 0.5ft)
3.0 ft
Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
USE 2 INCH
Diameter of orifice (if circular)
DIAMETER in
ORIFICE
Area of orifice (if -non -circular)
int
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.34 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
96.41 ft'/sec
Post -development 1 -yr, 24 -hr peak flow
66.62 ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
0.06 ft3/sec
Storage volume drawdown time
2.52 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
4.2 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
0.8 ft
Insufficient freeboard, minimum of 1 -ft required
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 6 of 6

WithersRavenet
SCM #4
DATE 12/1/2015
JOB NAME Deer Creek JOB NO. 02140220.0
SUBJECT Riser/Barrel Anti -Flotation Device SHEET NO. 1 of 1
COMPUTED BY WRP
CHECKED BY WRP
K:\06\06 -1490\061490 -Greystone SF-4\H-H\Anti-F1otation Device.xls
Unit Weight Water 62.4 lbs/ft3
Unit Weight Concrete 142 lbs/ft3
Riser Height (Hr)
10.5 (ft)
Riser Outside Wall Dimension (Dro)
6 (ft)
Riser Inside Wall Dimension (Dri)
5 (ft)
Exposed Barrel Length (Lb)
0 (ft)
Barrel Outside Diameter (Dbo)
3.5 (ft)
Barrel Inside Diameter (Dbi)
3 (ft)
Size of Drain Pipe (if present)
0.00 (ft)
Factor of Safety (FS)
1.15
Minimum weight of concrete needed
27125 lbs
Fb = Dro * Hr * 62.4 pcf + [;TDbo �� * 4 Lb * 62.4 pcf
�
Concrete Minimum — Fb * FS
Anti -Flotation Device
Length (L) 8 (ft)
Width (W) 8 (ft)
Height (H) 4 (ft)
Weight of Device 20378 lbs W,,,,,i, , = L * W * H * (Wconc — WwateY ) pcf
Riser Device
Concrete in Riser
115.50 (ft)
Concrete Removed from Drain Pipe Opening
0.00 (ft)
Concrete Removed from Barrel Opening
4.81 (ft)
Weight of Device
8811 lbs
(Riser -Drain Opening -Barrel Opening)
Total Weight Riser + Anti -Flotation Device = 29188 lbs
This Device Passes
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\Anti-Flotation Device Calculations Page 4 of 6

Project Name: Deer Creek Project #: 2140220
City/State: Apex, NC Date: 11 -Feb -16
BMP 5 Pond.xlsx
Table 10.3 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
3.0
4.0
Permanent Pool Depth (feet)
5.0 6.0 7.0
8.0
9.0
10
0.9
0.8
0.6 0.5 0.5
0.4
0.4
20
1.5
1.1
1.0 0.9 0.8
0.7
0.7
30
1.9
1.7
1.4 1.3 1.0
0.9
0.9
40
2.5
2.0
1.8 1.6 1.5
1.2
1.1
50
3.0
2.5
2.0 1.9 1.7
1.5
1.5
60
3.5
2.8
2.5 2.2 1.9
1.8
1.7
70
4.0
3.3
2.8 2.5 2.2
2.0
1.9
80
4.5
3.8
3.3 2.8 2.6
2.1
2.0
90
5.0
4.0
3.5 3.0 2.8
2.5
2.4
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10-15, July 2007 rev. 6/16/09
STORMWATER BMP #4- STORMWATER WET POND (25% TN Removal)
Area
Land Use (ac)
% IA Imp. Area
(ac)
Impervious 3.54
100 3.5
Open Space 5.06
0 0.0
Storage volume provided =
0.328
Totals 8.6
3.5
Total % Impervious Surtace Area = 41.2
Surface Area of Permanent Pool:
Average depth = 3.50 ft
SADA ratio = 2.31 From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA = 0.199 acres
8647 sq. ft.
Normal pool elevation = 281.5 feet
Surface area provided = 0.213 acres
9296 sq. ft.
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.42 in./in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.301 acre -ft
13126 cu. ft.
Water quality pool elevation=
282.66
feet
Overflow elevation=
282.75
feet
Storage volume provided =
0.328
acre -ft
14288
cu. ft.
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 5 Pond.xlsx BMP 5 Pond.xlsx - Pond Design

Project Name: Deer Creek
Project #: 2140220
City/State: Apex, NC
Date: 11 -Feb -16
BMP
5 Pond.xlsx
STORMWATER BMP #4- STORMWATER WET POND (25% TN Removal)
AVERAGE DEPTH
Per NCDENR "Stormwater Best Management Practices ", the average depth of a wet pond is to be calculated by
one of these two options:
Incremental Accumulated
Below Normal Contour
Contour Contour
Pool Contours Area
Volume Volume
(feet) (SF)
(CF) (CF)
275.50 2360
Abot_pond 276.50 2918
2634 2634 —Sediment Storage Volume
279.00 4774
9520 12154
280.00 5750
5254 17409
Abot shelf 281.00 6746
6241 23650
Aperm pool 281.50 9296
3994 27644 —Total Pond Volume
PPS = Total Volume - Sediment Storage Volume = 25,010 cf
OPTION 1: Average Depth = Permanent Pool Volume/ Surface Area
PPV =
25,010 cf
SA =
9,296 sf
da„ =
2.69 ft
OPTION 2: Use the following equation:
day = 0.25 x (1 + Abot_shelf)+ (Abot_shelf + Abot_pond) x Depth
Aperm_pool
2 Abot shelf
day, = (0.25 x (1 + 6746
)) + ( 6746+ 2918 ) x 4.5
9296
2 6746
day =
3.65 ft
Use Average Depth =
3.50 ft OPTION 2
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 5 Pond.xlsx BMP 5 Pond.xlsx - Basin Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 5 Pond.xlsx
STORMWATER BMP #4- STORMWATER WET POND (25% TN Removal)
Project #: 2140220
Date: 1 1 -Feb -16
FOREBAY DESIGN
Per NCDENR "Stormwater Best Management Practices", the forebay volume should equal about 20% of the total
basin volume.
FOREBAY 1
276.50 214 140 140 —Sediment Storage Volume
281.00 1717 3806 3946
281.50 2664 1087 5033 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 4,892 cf
Forebay = 19.6%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 5 Pond.xlsx BMP 5 Pond.xlsx - Forebay Sizing
Incremental
Accumulated
Forebay
Contour
Contour
Contour
Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
275.50
78
276.50 214 140 140 —Sediment Storage Volume
281.00 1717 3806 3946
281.50 2664 1087 5033 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 4,892 cf
Forebay = 19.6%
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 5 Pond.xlsx BMP 5 Pond.xlsx - Forebay Sizing

Project Name: Deer Creek
City/State: Apex, NC
BMP 5 Pond.xlsx
STORMWATER BMP #4- STORMWATER WET POND (25% TN Removal)
Orifice Calculator
Q=Cd*A*(2gh)'(1/2)
Project #: 2140220
Date: 12 -Feb -16
1" WATER QUALITY STORM VOLUME
Variables
Constants
WQ Volume:
0.301 Acre -ft
13126.080 cf g = 32.2 ft/s2
Head / Driving Head:
1.16 ft
0.39 ft Cd= 0.6
Draw down time:
56 hrs
201075 s
Orifice Area =
0.022 sq. ft
3.140 sq. in
Orifice Diameter =
1.999 in
USE 2 INCH DIAMETER ORIFICE
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 5 Pond.xlsx BMP 5 Pond.xlsx - Orifice Calculator

ARM
NCDENR
Project name
Contact person
Phone number
Date
Drainage area number
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
919.469.3340
2/11/2016
5
Deer Creek
Jennifer Diaz, PE
(to be provided by DWQ)
OBOE WATF9QG
o
Il. DESIGN INFORMATION
_
Site Characteristics
OK, volume provided is equal to or in excess of volume required.
Drainage area
374,616 ft2
Impervious area, post -development
154,202 ft2
% impervious
41.16 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required 13,126 ft3
Volume provided
14,288 ft3
Is the pre/post control of the lyr 24hr storm peak flow required? Y
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
in
1.5' runoff volume
ft3
Pre -development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required? Y
(Y or N)
1 -yr, 24 -hr rainfall depth
in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
in/hr
Pre -development 1 -yr, 24 -hr peak flow
96.41 ft3/sec
Post -development 1 -yr, 24 -hr peak flow
66.62 ft3/sec
Pre/Post 1 -yr, 24 -hr peak flow control
-29.79 ft3/sec
Elevations
Temporary pool elevation
282.75 fmsl
Permanent pool elevation
281.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
fmsl
Top of 1 Oft vegetated shelf elevation
282.00 fmsl
Bottom of 1Oft vegetated shelf elevation
281.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
276.50 fmsl
Sediment cleanout, bottom elevation
275.50 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool? Y
(Y or N)
Elevation of the top of the additional volume
282.8 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 5 of 6

Permit
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool ft2
Area REQUIRED, permanent pool 8,647 ft2
SAIDA ratio 2.31 (unitless)
Area PROVIDED, permanent pool, Aperm_pool
9,296 ft2
OK
Area, bottom of 1Oft vegetated shelf, Abot shelf
6,746 ft2
OK
Area, sediment cleanout, top elevation (bottom of pond), Abot and
2,918 ft2
OK
Volumes
10.0 ft
OK
Volume, temporary pool
14,288 ft'
OK
Volume, permanent pool, Vperm-pool
25,010 ft'
OK
Volume, forebay (sum of forebays if more than one forebay)
4,892 ft'
OK
Forebay % of permanent pool volume
19.6% %
OK
SAIDA Table Data
Y (Y or N)
OK
Design TSS removal
90%
OK
Coastal SAIDA Table Used?
N (Y or N)
OK
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.31 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vperm-pool
25,010 ft'
Area provided, permanent pool, Aperm_pool
9,296 ft2
Average depth calculated
It
Need 3 ft min.
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Aperm-pool
9,296 ft2
Area, bottom of 1 Oft vegetated shelf, Abot shelf
6,746 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
2,918 ft'
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
4.50 ft
Average depth calculated
3.65 ft
OK
Average depth used in SAIDA, da,, (Round to down to nearest 0.5ft)
3.5 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
USE 2 INCH
Diameter of orifice (if circular)
DIAMETER in
ORIFICE
Area of orifice (if -non -circular)
int
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.39 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
96.41 ft'/sec
Post -development 1 -yr, 24 -hr peak flow
66.62 ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
0.07 ft3/sec
Storage volume drawdown time
2.33 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
4.2 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
(to be provided by DWQ)
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 6 of 6

WithersRavenet
SCM #5
DATE 12/1/2015
JOB NAME Deer Creek JOB NO. 02140220.0
SUBJECT Riser/Barrel Anti -Flotation Device SHEET NO. 1 of 1
COMPUTED BY WRP
CHECKED BY WRP
K:\06\06 -1490\061490 -Greystone SF-4\H-H\Anti-F1otation Device.xls
Unit Weight Water 62.4 Ibs/ft3
Unit Weight Concrete 142 Ibs/ft3
Riser Height (Hr)
9.5 (ft)
Riser Outside Wall Dimension (Dro)
6 (ft)
Riser Inside Wall Dimension (Dri)
5 (ft)
Exposed Barrel Length (Lb)
0 (ft)
Barrel Outside Diameter (Dbo)
3.5 (ft)
Barrel Inside Diameter (Dbi)
3 (ft)
Size of Drain Pipe (if present)
0.00 (ft)
Factor of Safety (FS)
1.15
Minimum weight of concrete needed
24542 lbs
Fb = Dro * Hr * 62.4 pcf + [;TDbo �� * 4 Lb * 62.4 pcf
�
Concrete Minimum — Fb * FS
Anti -Flotation Device
Length (L) 8 (ft)
Width (W) 8 (ft)
Height (H) 3.5 (ft)
Weight of Device 17830 lbs w��e�;�E, = l * W * l/ * \WCO72C — GVWQtCY pCf
Riser Device
Concrete in Riser
104.50 (ft)
Concrete Removed from Drain Pipe Opening
0.00 (ft)
Concrete Removed from Barrel Opening
4.81 (ft)
Weight of Device
7935 lbs
(Riser -Drain Opening -Barrel Opening)
Total Weight Riser + Anti -Flotation Device = 25766 lbs
This Device Passes
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\Anti-Flotation Device Calculations Page 5 of 6

Project Name: Deer Creek
City/State: Apex, NC
BMP 6 Wetland
STORMWATER WETLAND (40% TN Removal)
Land Use
Area
(ac)
% IA
Imp. Area
(ac)
Impervious
3.32
100
3.3
Open Space
2.39
0
0.0
Woods
3.48
0
0.0
Totals
9.19
3.3
Total % Impervious Surface Area = 36.1 %
Project #: 2140220
Date: 11 -Feb -16
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.38 in./in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.287 acre -ft
12514 cu. ft.
Temporary pool elevation=
292.50
feet
Storage volume provided =
0.333
acre -ft
Deep Pool
14505
cu. ft.
Wetland Zone Areas (sq. ft.)
6188
39%
WQ Ponding Depth =
12
in
Provided
% of total
Forebay
1756
11 %
Deep Pool
1385
9%
Shallow Land
6188
39%
Shallow Water
6338
40%
Totals
15667
100%

Project Name: Deer Creek
City/State: Apex, NC
BMP 6 Wetland.xlsx
STORMWATER WETLAND (40% TN Removal)
Orifice Calculator
Q=Cd*A*(2gh)" (1/2)
1" WATER QUALITY STORM VOLUME
Variables
WQ Volume:
0.287 Acre -ft 14505.480 cf
Head / Driving Head:
1.00 ft 0.33 ft
Draw down time:
64 hrs 231244 s
Orifice Area =
0.023 sq. ft 3.249 sq. in
Orifice Diameter =
2.034 in
USE 2 INCH DIAMETER ORIFICE
Project #: 2140220
Date: 11 -Feb -16
Constants
g = 32.2 ft/s2
Cd = 0.6
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\BMP 6 Wetland.xlsx BMP 6 Wetland.xlsx - Orifice Calculator

'5' of W A T,F,9
��
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name
Deer Creek
Contact name
Jennifer C. Diaz, PE
Phone number
919-469-3340
Date
February 11, 2016
Drainage area number
6
II. DESIGN INFORMATION
Site Characteristics
in
Drainage area
400,316.40 ft2
Impervious area
144,619.20 ft2
Percent impervious
36.1% %
Design rainfall depth
1.00 inch
Peak Flow Calculations
1 -yr, 24 -hr rainfall depth
in
1 -yr, 24 -hr intensity
in/hr
Pre -development 1 -yr, 24 -hr runoff
96.41 ft3/sec
Post -development 1 -yr, 24 -hr runoff
66.62 ft3/sec
Pre/Post 1 -yr, 24 -hr peak control
-29.79 ft3/sec
Storage Volume: Non -SA Waters
Minimum required volume
12,514.43 ft3
Volume provided (temporary pool volume)
14,505.48 ft' OK
Storage Volume: SA Waters Parameters
1.5" runoff volume ft3
Pre -development 1 -yr, 24 -hr runoff volume ft3
Post -development 1 -yr, 24 -hr runoff volume ft3
Minimum volume required ft
Volume provided ft3
Outlet Design
Depth of temporary pool/ponding depth (DPlantJ 12.00 in OK
Drawdown time 2.68 days OK
Diameter of orifice 2.00 in OK
Coefficient of discharge (CD) used in orifice diameter calculation 0.60 (unitless)
Driving head (Ho) used in the orifice diameter calculation 0.33 ft OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 5

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4+ cubic -inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4+ cubic -inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+ cubic -inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4+ cubic -inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass -like Herbaceous (4+ cubic -inch)
15,667.00 ft' OK
6,188.00 ft' OK
39% %
6,338.00 ft' OK
40% %
1,756.00 ft2 OK
11% %
1,385.00 ft OK
9% %
15,667.00 ft OK
0.00 ft
292.50 ft amsl
291.50 ft amsl
291.00 ft amsl
290.00 ft amsl
290.00 ft amsl
N (Y or N)
ft amsl OK
Y (Y or N)
4.00 in OK
12.00 in OK
6.00 in OK
18.00 in OK
18.00 in OK
N (Y or N) OK
1,600
1,550
248
31 and 1,240
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 4 of 5

Additional Information
Can the design volume be contained?
Y
(Y or N)
Does project drain to SA waters? If yes,
N
(Y or N)
What is the length of the vegetated filter?
ft
Are calculations for supporting the design volume provided in the
Y
(Y or N)
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y
(Y or N)
Is the BMP located in a recorded drainage easement with a
Y
(Y or N)
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
9.64 :1
Approximate wetland length
704.00 ft
Approximate wetland width
73.00 ft
Approximate surface area using length and width provided
51,392.00
ft2
Will the wetland be stabilized within 14 days of construction?
Y
(Y or N)
OK
Excess volume must pass through filter.
OK
OK
OK
OK
This approx. surface area is within this number of square feet of
the entire wetland surface area reported above:
OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 5 of 5

WithersRavenet
SCM #6
DATE 12/1/2015
JOB NAME Deer Creek JOB NO. 02140220.0
SUBJECT Riser/Barrel Anti -Flotation Device SHEET NO. 1 of 1
COMPUTED BY WRP
CHECKED BY WRP
K:\06\06 -1490\061490 -Greystone SF-4\H-H\Anti-F1otation Device.xls
Unit Weight Water 62.4 lbs/ft3
Unit Weight Concrete 142 lbs/ft3
Riser Height (Hr)
6 (ft)
Riser Outside Wall Dimension (Dro)
6 (ft)
Riser Inside Wall Dimension (Dri)
5 (ft)
Exposed Barrel Length (Lb)
0 (ft)
Barrel Outside Diameter (Dbo)
3.5 (ft)
Barrel Inside Diameter (Dbi)
3 (ft)
Size of Drain Pipe (if present)
0.00 (ft)
Factor of Safety (FS)
1.15
Minimum weight of concrete needed
15500 lbs
Fb=Droz*Hr*62.4pcf +I)T D4ozl�*Lb*62.4pcf
Concrete Minimum — Fb * FS
Anti -Flotation Device
Length (L) 7 (ft)
Width (W) 7 (ft)
Height (H) 3 (ft)
Weight of Device 11701 lbs W,,,,,i, , = L * W * H * (Wconc — WwateY ) pcf
Riser Device
Concrete in Riser
66.00 (ft)
Concrete Removed from Drain Pipe Opening
0.00 (ft)
Concrete Removed from Barrel Opening
4.81 (ft)
Weight of Device
4871 lbs
(Riser -Drain Opening -Barrel Opening)
Total Weight Riser + Anti -Flotation Device = 16572 lbs
This Device Passes
K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\Anti-Flotation Device Calculations Page 6 of 6

Deer Creek ;0 WithersRavenel
Stormwater Management Plan Our People. Your Success.
Apex, North Carolina
PONDPACK ROUTING
CALCULATIONS
Deer Creek WR No. 2140220
Stormwater Management Plan February 2016

Pre POI 1 Pre Offsite
Pre POI 2
Pre POI 3
CLCL
0-
CL
To.
D
CD
_0
CD
4�
A
A
A
Pre Out 1
Pre Out 2
Pre Out 3
Post Offsite
BMP 4
Bypass POI 1 BIMP 5
BMP 3
BMP 6
BMP 1 00
POND 4
2: 5 w
0 0
1I>
w
r
POND 3 POND 5
w 1 w 6 w
WETLAND 1 0 culvert WETLAND 6
BMP 2
POND 2
Addlink600
Post Out 1
Post POI 2
Post Pol:
02CD
CLCL
0-
CL
D
CD
A
A
Post Out 2
Post Out:

Job File: K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.PPW
Rain Dir: K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\
JOB TITLE
Project Date: 3/19/2015
Project Engineer: bmiller
Project Title: Watershed
Project Comments:
Revised January 15, 2016
100yr Detention Model
Revised February 11, 2016
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
RDU 24 Hour Desi Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
BMP 1........... Tc Calcs .... 3.01
BMP 2........... Tc Calcs ........................... 3.03
BMP 3........... Tc Calcs .... 3.05
BMP 4........... Tc Calcs ........................... 3.07
BMP 5........... Tc Calcs ........................... 3.09
BMP 6........... Tc Calcs ........................... 3.11
BYPASS POI 1.... Tc Calcs ........................... 3.13
POST OFFSITE.... Tc Calcs ........................... 3.15
POST POI 2...... Tc Calcs ........................... 3.18
POST POI 3...... Tc Calcs ........................... 3.20
PRE OFFSITE..... Tc Calcs ........................... 3.22
PRE POI 1....... Tc Calcs ........................... 3.25
PRE POI 2....... Tc Calcs ........................... 3.27
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Table of Contents
Table of Contents (continued)
ii
PRE POI 3....... Tc Calcs ........................... 3.29
**************** CN CALCULATIONS****************
BMP 1........... Runoff CN -Area ..................... 4.01
BMP 2........... Runoff CN -Area ..................... 4.02
BMP 3........... Runoff CN -Area ..................... 4.03
BMP 4........... Runoff CN -Area ..................... 4.04
BMP 5........... Runoff CN -Area ..................... 4.05
BMP 6........... Runoff CN -Area ..................... 4.06
BYPASS POI 1.... Runoff CN -Area ..................... 4.07
POST OFFSITE.... Runoff CN -Area ..................... 4.08
POST POI 2...... Runoff CN -Area ..................... 4.09
POST POI 3...... Runoff CN -Area ..................... 4.10
PRE OFFSITE..... Runoff CN -Area ..................... 4.11
PRE
POI
1.......
Runoff
CN
-Area .....................
4.12
PRE
POI
2.......
Runoff
CN
-Area .....................
4.13
PRE
POI
3.......
Runoff
CN
-Area .....................
4.14
******************* POND VOLUMES ******************
POND 2.......... Vol: Elev-Area ..................... 5.01
POND 3.......... Vol: Elev-Area ..................... 5.02
POND 4.......... Vol: Elev-Area ..................... 5.03
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Table of Contents
Table of Contents (continued)
iii
POND 5.......... Vol: Elev-Area ..................... 5.04
WETLAND 1....... Vol: Elev-Area ..................... 5.05
WETLAND 6....... Vol: Elev-Area ..................... 5.06
OUTLET STRUCTURES
Outlet 1........ Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
Outlet 2........ Outlet Input Data .................. 6.05
Composite Rating Curve ............. 6.08
Outlet 3........ Outlet Input Data .................. 6.10
Composite Rating Curve ............. 6.13
Outlet 4........ Outlet Input Data .................. 6.15
Composite Rating Curve ............. 6.18
Outlet 5........ Outlet Input Data .................. 6.20
Composite Rating Curve ............. 6.23
Outlet 6........ Outlet Input Data .................. 6.25
Composite Rating Curve ............. 6.28
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU 24 Hour Desi
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Total
Depth
Rainfall
Return Event
in
Type
RNF
ID
1
2.8300
Time -Depth Curve
RDU NOAA
lyr
10
4.9800
Time -Depth Curve
RDU NOAA
10yr
100
7.3700
Time -Depth Curve
RDU NOAA
100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node
ID
Type
Event
ac -ft Trun
hrs
cfs
ft ac -ft
-----------------
BMP
1
----
AREA
------
1
---------- --
1.407
---------
12.1000
--------
30.70
-------- ------------
BMP
1
AREA
10
3.387
12.1000
64.46
BMP
1
AREA
100
5.770
12.1000
88.12
BMP
2
AREA
1
1.699
12.1000
37.07
BMP
2
AREA
10
3.788
12.1000
70.43
BMP
2
AREA
100
6.232
12.1000
92.84
BMP
3
AREA
1
1.073
12.1000
22.64
BMP
3
AREA
10
2.930
12.1000
56.19
BMP
3
AREA
100
5.284
12.1000
82.32
BMP
4
AREA
1
1.158
12.1000
25.20
BMP
4
AREA
10
2.534
12.1000
46.81
BMP
4
AREA
100
4.133
12.1000
61.15
BMP
5
AREA
1
1.141
12.1000
24.88
BMP
5
AREA
10
2.543
12.1000
47.28
BMP
5
AREA
100
4.184
12.1000
62.33
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft
Trun
hrs
cfs
ft
ac -ft
BMP 6
AREA
1
.732
12.1000
15.44
BMP 6
AREA
10
1.998
12.1000
38.32
BMP 6
AREA
100
3.603
12.1000
56.14
BYPASS POI
1
AREA
1
3.078
12.2500
44.04
BYPASS POI
1
AREA
10
8.594
12.2000
113.46
BYPASS POI
1
AREA
100
15.653
12.2000
171.98
CULVERT
IN
POND
1
16.514
R
12.3000
66.12
CULVERT
IN
POND
10
44.072
R
12.2500
255.27
CULVERT
IN
POND
100
79.054
R
12.2000
509.14
CULVERT
OUT
POND
1
16.514
R
12.3000
66.12
CULVERT
OUT
POND
10
44.072
R
12.2500
255.27
CULVERT
OUT
POND
100
79.054
R
12.2000
509.14
POND 2
IN
POND
1
1.699
12.1000
37.07
POND 2
IN
POND
10
3.788
12.1000
70.43
POND 2
IN
POND
100
6.232
12.1000
92.84
POND 2
OUT
POND
1
1.553
R
13.5000
1.55
274.37
1.013
POND 2
OUT
POND
10
3.624
R
12.2000
37.93
275.56
1.624
POND 2
OUT
POND
100
6.058
R
12.1500
73.72
275.94
1.837
POND 3
IN
POND
1
1.073
12.1000
22.64
POND 3
IN
POND
10
2.930
12.1000
56.19
POND 3
IN
POND
100
5.284
12.1000
82.32
POND 3
OUT
POND
1
.826
R
15.0500
.58
278.78
.675
POND 3
OUT
POND
10
2.668
R
12.1500
39.05
279.72
.937
POND 3
OUT
POND
100
5.017
R
12.1500
71.73
280.09
1.047
POND 4
IN
POND
1
1.158
12.1000
25.20
POND 4
IN
POND
10
2.534
12.1000
46.81
POND 4
IN
POND
100
4.133
12.1000
61.15
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
ac -ft
Trun
hrs
cfs
ft
ac -ft
POND
4
OUT
POND
1
1.016
R
19.4500
.17
286.33
.985
POND
4
OUT
POND
10
2.110
R
12.6000
3.87
287.65
1.587
POND
4
OUT
POND
100
3.695
R
12.2000
34.97
288.18
1.855
POND
5
IN
POND
1
1.141
12.1000
24.88
POND
5
IN
POND
10
2.543
12.1000
47.28
POND
5
IN
POND
100
4.184
12.1000
62.33
POND
5
OUT
POND
1
1.125
15.0500
.44
284.17
.784
POND
5
OUT
POND
10
2.502
R
12.5500
6.83
286.01
1.483
POND
5
OUT
POND
100
4.137
R
12.2000
41.38
286.55
1.713
POST
OFFSITE
AREA
1
8.378
12.7500
50.79
POST
OFFSITE
AREA
10
22.866
12.7500
138.28
POST
OFFSITE
AREA
100
41.234
12.7500
227.09
*POST
OUT
1
JCT
1
18.067
R
12.6000
66.63
*POST
OUT
1
JCT
10
47.695
R
12.2500
291.72
*POST
OUT
1
JCT
100
85.112
R
12.2000
577.15
*POST
OUT
2
JCT
1
.143
12.1000
2.75
*POST
OUT
2
JCT
10
.452
12.1000
8.62
*POST
OUT
2
JCT
100
.868
12.1000
13.67
*POST
OUT
3
JCT
1
.033
12.2000
.37
*POST
OUT
3
JCT
10
.165
12.1000
2.87
*POST
OUT
3
JCT
100
.373
12.1000
5.78
POST
POI
2
AREA
1
.143
12.1000
2.75
POST
POI
2
AREA
10
.452
12.1000
8.62
POST
PDI
2
AREA
100
.868
12.1000
13.67
POST
POI
3
AREA
1
.033
12.2000
.37
POST
POI
3
AREA
10
.165
12.1000
2.87
POST
POI
3
AREA
100
.373
12.1000
5.78
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Master Network Summary Page 1.04
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs
ft ac -ft
PRE OFFSITE
AREA
1
8.378
12.7500
50.79
PRE OFFSITE
AREA
10
22.866
12.7500
138.28
PRE OFFSITE
AREA
100
41.234
12.7500
227.09
*PRE OUT
1
JCT
1
14.077
12.2500
96.41
*PRE OUT
1
JCT
10
40.409
12.2500
293.18
*PRE OUT
1
JCT
100
74.562
12.2500
483.42
*PRE OUT
2
JCT
1
.862
12.1000
17.79
*PRE OUT
2
JCT
10
2.464
12.1000
47.26
*PRE OUT
2
JCT
100
4.533
12.1000
70.97
*PRE OUT
3
JCT
1
.033
12.2000
.37
*PRE OUT
3
JCT
10
.165
12.1000
2.87
*PRE OUT
3
JCT
100
.373
12.1000
5.78
PRE POI
1
AREA
1
5.698
12.2500
77.99
PRE POI
1
AREA
10
17.543
12.2000
229.64
PRE POI
1
AREA
100
33.328
12.2000
367.57
PRE POI
2
AREA
1
.862
12.1000
17.79
PRE POI
2
AREA
10
2.464
12.1000
47.26
PRE POI
2
AREA
100
4.533
12.1000
70.97
PRE POI
3
AREA
1
.033
12.2000
.37
PRE POI
3
AREA
10
.165
12.1000
2.87
PRE POI
3
AREA
100
.373
12.1000
5.78
WETLAND
1
IN
POND
1
1.407
12.1000
30.70
WETLAND
1
IN
POND
10
3.387
12.1000
64.46
WETLAND
1
IN
POND
100
5.770
12.1000
88.12
WETLAND
1
OUT
POND
1
1.373
12.5500
3.85
292.69 .708
WETLAND
1
OUT
POND
10
3.350 R
12.2500
30.78
293.60 1.307
WETLAND
1
OUT
POND
100
5.732 R
12.2000
56.32
294.03 1.602
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Master Network Summary Page 1.05
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs
ft
ac -ft
WETLAND
6 IN
POND
1
.732
12.1000
15.44
WETLAND
6 IN
POND
10
1.998
12.1000
38.32
WETLAND
6 IN
POND
100
3.603
12.1000
56.14
WETLAND
6 OUT
POND
1
.716
13.5500
.76
292.64
.383
WETLAND
6 OUT
POND
10
1.980
12.2500
14.32
293.62
.769
WETLAND
6 OUT
POND
100
3.584
12.2000
38.85
294.08
.969
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Design Storms
Name.... RDU 24 Hour Desi
Page 2.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Title... Project Date: 3/19/2015
Project Engineer: bmiller
Project Title: Watershed
Project Comments:
Revised January 15, 2016
100yr Detention Model
Revised February 11, 2016
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU 24 Hour Desi
Storm Tag Name = 1
Data Type, File, ID = Time -Depth Curve RDU NOAA lyr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8300 in
Duration Multiplier = 1
Resulting Duration = 23.9999 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9999 hrs
Storm Tag Name = 10
Data Type, File, ID = Time -Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time -Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 1
Page 3.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 1
Page 3.02
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 2
Page 3.03
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 2
Page 3.04
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 3
Page 3.05
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 3
Page 3.06
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 4
Page 3.07
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 4
Page 3.08
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 5
Page 3.09
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 5
Page 3.10
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 6
Page 3.11
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BMP 6
Page 3.12
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BYPASS POI 1
Page 3.13
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 2703.00 ft
Slope .021000 ft/ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 2.97 ft/sec
Segment #1 Time: .2526 hrs
------------------------------------------------------------------------
Total Tc: .2526 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... BYPASS POI 1
Page 3.14
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
Kirpich (TN)
Tc = 0.00013 * (Lf**0.77) * (Sf**-0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft/ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... POST OFFSITE
Page 3.15
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR -55 Sheet
Mannings n .4000
Hydraulic Length 291.00 ft
2yr, 24hr P 3.4200 in
Slope .027000 ft/ft
Avg.Velocity .11 ft/sec
Segment #1 Time: .7216 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 1062.00 ft
Slope .035800 ft/ft
Unpaved
Avg.Velocity 3.05 ft/sec
Segment #2 Time: .0966 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR -55 Channel
Flow Area 7.0000 sq.ft
Wetted Perimeter 9.47 ft
Hydraulic Radius .74 ft
Slope .014800 ft/ft
Mannings n .0500
Hydraulic Length 2231.00 ft
Avg.Velocity 2.96 ft/sec
Segment #3 Time: .2091 hrs
------------------------------------------------------------------------
Total Tc: 1.0273 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... POST OFFSITE
Page 3.16
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... POST OFFSITE
Page 3.17
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... POST POI 2
Page 3.18
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... POST POI 2
Page 3.19
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... POST POI 3
Page 3.20
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... POST POI 3
Page 3.21
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE OFFSITE
Page 3.22
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR -55 Sheet
Mannings n .4000
Hydraulic Length 291.00 ft
2yr, 24hr P 3.4200 in
Slope .027000 ft/ft
Avg.Velocity .11 ft/sec
Segment #1 Time: .7216 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 1062.00 ft
Slope .035800 ft/ft
Unpaved
Avg.Velocity 3.05 ft/sec
Segment #2 Time: .0966 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR -55 Channel
Flow Area 7.0000 sq.ft
Wetted Perimeter 9.47 ft
Hydraulic Radius .74 ft
Slope .014800 ft/ft
Mannings n .0500
Hydraulic Length 2231.00 ft
Avg.Velocity 2.96 ft/sec
Segment #3 Time: .2091 hrs
------------------------------------------------------------------------
Total Tc: 1.0273 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE OFFSITE
Page 3.23
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE OFFSITE
Page 3.24
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE POI 1
Page 3.25
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 2703.00 ft
Slope .021000 ft/ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 2.97 ft/sec
Segment #1 Time: .2526 hrs
------------------------------------------------------------------------
Total Tc: .2526 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE POI 1
Page 3.26
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
Kirpich (TN)
Tc = 0.00013 * (Lf**0.77) * (Sf**-0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft/ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE POI 2
Page 3.27
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE POI 2
Page 3.28
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE POI 3
Page 3.29
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Tc Calcs
Name.... PRE POI 3
Page 3.30
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
------------------------------------------------------------------------
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... BMP 1
Page 4.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Impervious 98 5.550 98.00
Open 72 7.320 72.00
COMPOSITE AREA & WEIGHTED CN ---> 12.870 83.21 (83)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... BMP 2
Page 4.02
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description
CN
acres
%C %UC
CN
--------------------------------
Impervious
----
98
---------
4.220
----- -----
------
98.00
Open
78
4.720
78.00
New BOC
98
.660
98.00
New SW
98
.120
98.00
New Open
78
2.570
78.00
New Lots
98
.520
98.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
...........................................................................
12.810
86.62 (87)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... BMP 3
Page 4.03
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description
CN
acres
%C %UC
CN
--------------------------------
Offsite (woods composite)
----
73
---------
8.640
----- -----
------
73.00
Impervious
98
2.270
98.00
Open
74
2.580
74.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
...........................................................................
13.490
77.40 (77)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... BMP 4
Page 4.04
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Impervious 98 3.600 98.00
Open 80 4.730 80.00
COMPOSITE AREA & WEIGHTED CN ---> 8.330 87.78 (88)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... BMP 5
Page 4.05
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Impervious 98 3.540 98.00
Open 80 5.060 80.00
COMPOSITE AREA & WEIGHTED CN ---> 8.600 87.41 (87)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... BMP 6
Page 4.06
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description
CN
acres
%C %UC
CN
--------------------------------
Woods B
----
55
---------
2.140
----- -----
------
55.00
Woods D
77
1.350
77.00
Impervious
98
3.320
98.00
Open
69
2.390
69.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
...........................................................................
9.200
77.38 (77)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... BYPASS POI 1
Page 4.07
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description
CN
acres
%C %UC
CN
--------------------------------
Woods - good
----
55
---------
1.380
----- -----
------
55.00
Woods - good
70
7.510
70.00
Woods - good
77
13.080
77.00
Open space (Lawns,parks etc.) - Goo
61
1.750
61.00
Open space (Lawns,parks etc.) - Goo
74
5.860
74.00
Open space (Lawns,parks etc.) - Goo
80
9.400
80.00
Impervious Areas - Paved parking to
98
1.960
98.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
...........................................................................
40.940
75.56 (76)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... POST OFFSITE
Page 4.08
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
offsite 77 105.284 77.00
COMPOSITE AREA & WEIGHTED CN ---> 105.284 77.00 (77)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... POST POI 2
Page 4.09
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description
CN
acres
%C %UC
CN
--------------------------------
Open space (Lawns,parks etc.)
- Goo
----
61
---------
.860
----- -----
------
61.00
Open space (Lawns,parks etc.)
- Goo
74
1.000
74.00
Open space (Lawns,parks etc.)
- Goo
80
.720
80.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
...........................................................................
2.580
71.34 (71)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... POST POI 3
Page 4.10
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Composite 59 1.620 59.00
COMPOSITE AREA & WEIGHTED CN ---> 1.620 59.00 (59)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... PRE OFFSITE
Page 4.11
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
offsite 77 105.284 77.00
COMPOSITE AREA & WEIGHTED CN ---> 105.284 77.00 (77)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... PRE POI 1
Page 4.12
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Offsite 73 8.460 73.00
Composite 72 88.000 72.00
COMPOSITE AREA & WEIGHTED CN ---> 96.460 72.09 (72)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... PRE POI 2
Page 4.13
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Composite 75 12.150 75.00
COMPOSITE AREA & WEIGHTED CN ---> 12.150 75.00 (75)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Runoff CN -Area
Name.... PRE POI 3
Page 4.14
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Composite 59 1.620 59.00
COMPOSITE AREA & WEIGHTED CN ---> 1.620 59.00 (59)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Vol: Elev-Area
Name.... POND 2
Page 5.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
272.00
14912
0
.000
.000
273.00 -----
18712
50328
.385
.385
274.00 -----
20575
58908
.451
.836
275.00
22501
64592
.494
1.330
276.00 -----
24490
70465
.539
1.869
277.00 -----
26541
76526
.586
2.455
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Vol: Elev-Area
Name.... POND 3
Page 5.02
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
275.50 -----
624
0
.000
.000
276.00 -----
8290
11188
.043
.043
277.00 -----
9422
26550
.203
.246
278.00 -----
10611
30032
.230
.476
279.00 -----
11856
33683
.258
.734
280.00 -----
13158
37504
.287
1.021
281.00 -----
14517
41496
.318
1.338
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Vol: Elev-Area
Name.... POND 4
Page 5.03
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
283.50
10551
0
.000
.000
284.00 -----
13544
36049
.138
.138
285.00 -----
15505
43540
.333
.471
286.00 -----
17607
49635
.380
.851
287.00 -----
19841
56139
.430
1.281
288.00 -----
22205
63036
.482
1.763
289.00 -----
24701
70326
.538
2.301
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Vol: Elev-Area
Name.... POND 5
Page 5.04
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
281.50
9296
0
.000
.000
282.00 -----
11676
31390
.120
.120
283.00 -----
13172
37249
.285
.405
284.00
14725
41824
.320
.725
285.00 -----
16358
46603
.357
1.082
286.00 -----
18072
51624
.395
1.477
287.00 -----
19866
56886
.435
1.912
287.50 -----
20819
61022
.233
2.146
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Vol: Elev-Area
Name.... WETLAND 1
Page 5.05
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
291.50
24240
0
.000
.000
292.00 -----
25819
75076
.287
.287
293.00
28379
81267
.622
.909
294.00
30282
87976
.673
1.582
295.00 -----
32205
93716
.717
2.299
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Vol: Elev-Area
Name.... WETLAND 6
Page 5.06
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
291.50
13370
0
.000
.000
292.00 -----
14511
41810
.160
.160
293.00 -----
16875
47034
.360
.520
294.00 -----
19265
54170
.415
.934
295.00 -----
21712
61429
.470
1.404
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 291.50 ft
Increment = .10 ft
Max. Elev.= 295.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Orifice-Area
----
01
--->
-------
CO
---------
292.500
---------
295.000
Inlet Box
RO
--->
CO
293.250
295.000
Orifice -Circular
00
--->
CO
291.500
295.000
Culvert -Circular
CO
--->
TW
289.000
295.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice -Area
------------------------------------
# of Openings = 2
Invert Elev. = 292.50 ft
Area = 2.0000 sq.ft
Top of Orifice = 293.00 ft
Datum Elev. = 292.75 ft
Orifice Coeff. _ .600
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 293.25 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 291.50 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Equation form =
Structure Type
= Culvert -Circular
.0098
------------------------------------
No. Barrels
= 1
Inlet Control c =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 289.00
ft
Dnstream Invert
= 288.03
ft
Horiz. Length
= 67.00
ft
Barrel Length
= 67.01
ft
Barrel Slope
= .01448
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) =
1.153
T2 ratio (HW/D) =
1.300
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 292.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 292.90 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.04
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
291.50
.00
Free
Outfall
(no Q: 01,RO,0O,CO)
291.60
.02
Free
Outfall
OO,CO (no Q:
01,RO)
291.70
.06
Free
Outfall
OO,CO (no Q:
01,RO)
291.80
.10
Free
Outfall
OO,CO (no Q:
01,RO)
291.90
.12
Free
Outfall
OO,CO (no Q:
01,RO)
292.00
.15
Free
Outfall
OO,CO (no Q:
01,RO)
292.10
.16
Free
Outfall
OO,CO (no Q:
01,RO)
292.20
.18
Free
Outfall
OO,CO (no Q:
01,RO)
292.30
.19
Free
Outfall
OO,CO (no Q:
01,RO)
292.40
.21
Free
Outfall
OO,CO (no Q:
01,RO)
292.50
.22
Free
Outfall
OO,CO (no Q:
01,RO)
292.60
2.16
Free
Outfall
O1,0O,CO (no
Q: RO)
292.70
4.09
Free
Outfall
01,OO,CO (no
Q: RO)
292.80
6.03
Free
Outfall
O1,0O,CO (no
Q: RO)
292.90
7.96
Free
Outfall
O1,0O,CO (no
Q: RO)
293.00
9.91
Free
Outfall
O1,0O,CO (no
Q: RO)
293.10
11.68
Free
Outfall
01,OO,CO (no
Q: RO)
293.20
13.21
Free
Outfall
01,OO,CO (no
Q: RO)
293.25
13.93
Free
Outfall
01,OO,CO (no
Q: RO)
293.30
15.27
Free
Outfall
O1,RO,OO,C0
293.40
19.42
Free
Outfall
O1,RO,OO,C0
293.50
24.74
Free
Outfall
O1,RO,OO,C0
293.60
30.88
Free
Outfall
O1,RO,OO,C0
293.70
37.74
Free
Outfall
O1,RO,OO,C0
293.80
45.22
Free
Outfall
O1,RO,OO,C0
293.90
50.48
Free
Outfall
O1,RO,OO,C0
294.00
55.17
Free
Outfall
O1,RO,OO,C0
294.10
59.34
Free
Outfall
O1,RO,OO,C0
294.20
62.75
Free
Outfall
O1,RO,OO,C0
294.30
64.48
Free
Outfall
RO,CO (no Q:
01,00)
294.40
65.45
Free
Outfall
O1,RO,OO,C0
294.50
66.40
Free
Outfall
RO,CO (no Q:
01,00)
294.60
67.33
Free
Outfall
O1,RO,OO,C0
294.70
68.26
Free
Outfall
RO,CO (no Q:
01,00)
294.80
69.18
Free
Outfall
RO,CO (no Q:
01,00)
294.90
70.07
Free
Outfall
RO,CO (no Q:
01,00)
295.00
70.97
Free
Outfall
RO,CO (no Q:
01,00)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 2
Page 6.05
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 272.00 ft
Increment = .10 ft
Max. Elev.= 277.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
Weir -Rectangular
WO
--->
CO
274.000
277.000
Inlet Box
RO
--->
CO
275.000
277.000
Orifice -Circular
00
--->
CO
272.000
277.000
Culvert -Circular
CO
--->
TW
266.000
277.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 2
Page 6.06
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WO
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 274.00 ft
Weir Length = 2.00 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 275.00 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 272.00 ft
Diameter = .1666 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 2
Page 6.07
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Equation form =
Structure Type
= Culvert -Circular
.0098
------------------------------------
No. Barrels
= 1
Inlet Control c =
Barrel Diameter
= 3.5000
ft
Upstream Invert
= 266.00
ft
Dnstream Invert
= 265.50
ft
Horiz. Length
= 72.00
ft
Barrel Length
= 72.00
ft
Barrel Slope
= .00694
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .005885
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) _
.000
T2 ratio (HW/D) =
1.303
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 266.00 ft ---> Flow = 63.00 cfs
At T2 Elev = 270.56 ft ---> Flow = 72.00 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.08
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
272.00
.00
Free
Outfall
(no Q: WO,RO,OO,CO)
272.10
.01
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.20
.04
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.30
.05
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.40
.06
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.50
.07
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.60
.08
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.70
.08
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.80
.09
Free
Outfall
OO,CO (no
Q:
WO,RO)
272.90
.10
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.00
.10
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.10
.11
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.20
.11
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.30
.12
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.40
.12
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.50
.12
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.60
.13
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.70
.13
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.80
.14
Free
Outfall
OO,CO (no
Q:
WO,RO)
273.90
.14
Free
Outfall
OO,CO (no
Q:
WO,RO)
274.00
.15
Free
Outfall
OO,CO (no
Q:
WO,RO)
274.10
.35
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.20
.71
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.30
1.17
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.40
1.73
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.50
2.35
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.60
3.05
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.70
3.80
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.80
4.61
Free
Outfall
WO,OO,CO
(no
Q: RO)
274.90
5.47
Free
Outfall
WO,OO,CO
(no
Q: RO)
275.00
6.38
Free
Outfall
WO,OO,CO
(no
Q: RO)
275.10
9.30
Free
Outfall
WO,RO,OO,CO
275.20
13.88
Free
Outfall
WO,RO,OO,CO
275.30
19.58
Free
Outfall
WO,RO,OO,CO
275.40
26.13
Free
Outfall
WO,RO,OO,CO
275.50
33.49
Free
Outfall
WO,RO,OO,CO
275.60
41.54
Free
Outfall
WO,RO,OO,CO
275.70
50.24
Free
Outfall
WO,RO,OO,CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.09
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
Q
ft
cfs
275.80
59.53
275.90
69.36
276.00
79.70
276.10
90.55
276.20
101.93
276.30
113.69
276.40
123.63
276.50
131.39
276.60
136.86
276.70
139.42
276.80
140.33
276.90
141.16
277.00
141.98
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016
Notes
--------
Converge
-------------------------
TW Elev
Error
ft
+/-ft
Contributing Structures
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WOfR0,O0,C0
Free
Outfall
WO,RO,OO,CO
Free
Outfall
WO,RO,OO,CO
Free
Outfall
RO,CO (no Q: WO,O0)
Free
Outfall
WO,RO,OO,CO
Free
Outfall
RO,CO (no Q: WO,O0)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.10
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 275.50 ft
Increment = .10 ft
Max. Elev.= 281.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Orifice-Area
----
01
--->
-------
CO
---------
278.000
---------
281.000
Inlet Box
RO
--->
CO
279.000
281.000
Orifice -Circular
00
--->
CO
275.500
281.000
Culvert -Circular
CO
--->
TW
271.000
281.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.11
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice -Area
------------------------------------
# of Openings = 1
Invert Elev. = 278.00 ft
Area = 1.0000 sq.ft
Top of Orifice = 281.50 ft
Datum Elev. = 281.25 ft
Orifice Coeff. _ .600
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 279.00 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 275.50 ft
Diameter = .0833 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.12
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Equation form =
Structure Type
= Culvert -Circular
.0098
------------------------------------
No. Barrels
= 1
Inlet Control c =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 271.00
ft
Dnstream Invert
= 270.50
ft
Horiz. Length
= 112.00
ft
Barrel Length
= 112.00
ft
Barrel Slope
= .00446
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) =
1.158
T2 ratio (HW/D) =
1.305
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 274.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 274.91 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 3
Page 6.13
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
275.50
.00
Free
Outfall
(no Q: 01,RO,0O,CO)
275.60
.01
Free
Outfall
OO,CO (no
Q:
01,RO)
275.70
.01
Free
Outfall
OO,CO (no
Q:
01,RO)
275.80
.01
Free
Outfall
OO,CO (no
Q:
01,RO)
275.90
.02
Free
Outfall
OO,CO (no
Q:
01,RO)
276.00
.02
Free
Outfall
OO,CO (no
Q:
01,RO)
276.10
.02
Free
Outfall
OO,CO (no
Q:
01,RO)
276.20
.02
Free
Outfall
OO,CO (no
Q:
01,RO)
276.30
.02
Free
Outfall
OO,CO (no
Q:
01,RO)
276.40
.02
Free
Outfall
OO,CO (no
Q:
01,RO)
276.50
.02
Free
Outfall
OO,CO (no
Q:
01,RO)
276.60
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
276.70
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
276.80
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
276.90
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
277.00
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
277.10
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
277.20
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
277.30
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
277.40
.03
Free
Outfall
OO,CO (no
Q:
01,RO)
277.50
.04
Free
Outfall
OO,CO (no
Q:
01,RO)
277.60
.04
Free
Outfall
OO,CO (no
Q:
01,RO)
277.70
.04
Free
Outfall
OO,CO (no
Q:
01,RO)
277.80
.04
Free
Outfall
OO,CO (no
Q:
01,RO)
277.90
.04
Free
Outfall
OO,CO (no
Q:
01,RO)
278.00
.04
Free
Outfall
OO,CO (no
Q:
O1,RO)
278.10
.11
Free
Outfall
O1,0O,CO
(no
Q: RO)
278.20
.18
Free
Outfall
O1,0O,CO
(no
Q: RO)
278.30
.25
Free
Outfall
01,OO,CO
(no
Q: RO)
278.40
.32
Free
Outfall
01,OO,CO
(no
Q: RO)
278.50
.39
Free
Outfall
01,OO,CO
(no
Q: RO)
278.60
.46
Free
Outfall
O1,0O,CO
(no
Q: RO)
278.70
.53
Free
Outfall
01,OO,CO
(no
Q: RO)
278.80
.60
Free
Outfall
O1,0O,CO
(no
Q: RO)
278.90
.67
Free
Outfall
O1,0O,CO
(no
Q: RO)
279.00
.74
Free
Outfall
O1,0O,CO
(no
Q: RO)
279.10
2.77
Free
Outfall
O1,RO,OO,C0
279.20
6.42
Free
Outfall
O1,RO,OO,C0
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 3
Page 6.14
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
279.30
11.12
Free
Outfall
O1,RO,OO,C0
279.40
16.70
Free
Outfall
O1,RO,OO,C0
279.50
22.99
Free
Outfall
O1,RO,OO,CO
279.60
29.96
Free
Outfall
O1,RO,OO,C0
279.70
37.52
Free
Outfall
O1,RO,OO,C0
279.80
45.66
Free
Outfall
O1,RO,OO,C0
279.90
54.29
Free
Outfall
O1,RO,OO,C0
280.00
63.42
Free
Outfall
O1,RO,OO,C0
280.10
72.97
Free
Outfall
O1,RO,OO,C0
280.20
82.86
Free
Outfall
O1,RO,OO,C0
280.30
92.66
Free
Outfall
O1,RO,OO,C0
280.40
96.37
Free
Outfall
O1,RO,OO,C0
280.50
97.01
Free
Outfall
RO,CO (no Q:
01,00)
280.60
97.66
Free
Outfall
O1,RO,OO,C0
280.70
98.30
Free
Outfall
RO,CO (no Q:
01,00)
280.80
98.93
Free
Outfall
RO,CO (no Q:
01,00)
280.90
99.56
Free
Outfall
O1,RO,OO,C0
281.00
100.20
Free
Outfall
RO,CO (no Q:
01,00)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 4
Page 6.15
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 283.50 ft
Increment = .10 ft
Max. Elev.= 289.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RO ---> CO 287.500 289.000
Orifice -Circular 00 ---> CO 283.500 289.000
Culvert -Circular Co ---> TW 277.100 289.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 4
Page 6.16
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 287.50 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 283.50 ft
Diameter = .1666 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 4
Page 6.17
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Equation form =
Structure Type
= Culvert -Circular
.0098
------------------------------------
No. Barrels
= 1
Inlet Control c =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 277.10
ft
Dnstream Invert
= 276.50
ft
Horiz. Length
= 113.00
ft
Barrel Length
= 113.00
ft
Barrel Slope
= .00531
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) =
1.158
T2 ratio (HW/D) =
1.304
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 280.57 ft ---> Flow = 42.85 cfs
At T2 Elev = 281.01 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 4
Page 6.18
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
283.50
.00
Free
Outfall
(no Q:
RO,OO,CO)
283.60
.01
Free
Outfall
OO,CO
(no
Q:
RO)
283.70
.04
Free
Outfall
OO,CO
(no
Q:
RO)
283.80
.05
Free
Outfall
OO,CO
(no
Q:
RO)
283.90
.06
Free
Outfall
OO,CO
(no
Q:
RO)
284.00
.07
Free
Outfall
OO,CO
(no
Q:
RO)
284.10
.08
Free
Outfall
OO,CO
(no
Q:
RO)
284.20
.08
Free
Outfall
OO,CO
(no
Q:
RO)
284.30
.09
Free
Outfall
OO,CO
(no
Q:
RO)
284.40
.09
Free
Outfall
OO,CO
(no
Q:
RO)
284.50
.10
Free
Outfall
OO,CO
(no
Q:
RO)
284.60
.11
Free
Outfall
OO,CO
(no
Q:
RO)
284.70
.11
Free
Outfall
OO,CO
(no
Q:
RO)
284.80
.12
Free
Outfall
OO,CO
(no
Q:
RO)
284.90
.12
Free
Outfall
OO,CO
(no
Q:
RO)
285.00
.12
Free
Outfall
OO,CO
(no
Q:
RO)
285.10
.13
Free
Outfall
OO,CO
(no
Q:
RO)
285.20
.13
Free
Outfall
OO,CO
(no
Q:
RO)
285.30
.14
Free
Outfall
OO,CO
(no
Q:
RO)
285.40
.14
Free
Outfall
OO,CO
(no
Q:
RO)
285.50
.15
Free
Outfall
OO,CO
(no
Q:
RO)
285.60
.15
Free
Outfall
OO,CO
(no
Q:
RO)
285.70
.15
Free
Outfall
OO,CO
(no
Q:
RO)
285.80
.16
Free
Outfall
OO,CO
(no
Q:
RO)
285.90
.16
Free
Outfall
OO,CO
(no
Q:
RO)
286.00
.16
Free
Outfall
OO,CO
(no
Q:
RO)
286.10
.17
Free
Outfall
OO,CO
(no
Q:
RO)
286.20
.17
Free
Outfall
OO,CO
(no
Q:
RO)
286.30
.17
Free
Outfall
OO,CO
(no
Q:
RO)
286.40
.18
Free
Outfall
OO,CO
(no
Q:
RO)
286.50
.18
Free
Outfall
OO,CO
(no
Q:
RO)
286.60
.18
Free
Outfall
OO,CO
(no
Q:
RO)
286.70
.19
Free
Outfall
OO,CO
(no
Q:
RO)
286.80
.19
Free
Outfall
OO,CO
(no
Q:
RO)
286.90
.19
Free
Outfall
OO,CO
(no
Q:
RO)
287.00
.19
Free
Outfall
OO,CO
(no
Q:
RO)
287.10
.19
Free
Outfall
OO,CO
(no
Q:
RO)
287.20
.20
Free
Outfall
OO,CO
(no
Q:
RO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 4
Page 6.19
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
287.30
.20
Free
Outfall
OO,CO (no Q:
RO)
287.40
.21
Free
Outfall
OO,CO (no Q:
RO)
287.50
.21
Free
Outfall
OO,CO (no Q:
RO)
287.60
2.17
Free
Outfall
RO,OO,CO
287.70
5.76
Free
Outfall
RO,OO,CO
287.80
10.41
Free
Outfall
RO,OO,CO
287.90
15.90
Free
Outfall
RO,OO,CO
288.00
22.14
Free
Outfall
RO,OO,CO
288.10
29.03
Free
Outfall
RO,OO,CO
288.20
36.54
Free
Outfall
RO,OO,CO
288.30
44.56
Free
Outfall
RO,OO,CO
288.40
53.17
Free
Outfall
RO,OO,CO
288.50
62.23
Free
Outfall
RO,OO,CO
288.60
71.70
Free
Outfall
RO,OO,CO
288.70
81.68
Free
Outfall
RO,OO,CO
288.80
92.05
Free
Outfall
RO,OO,CO
288.90
102.83
Free
Outfall
RO,OO,CO
289.00
111.47
Free
Outfall
RO,CO (no Q:
00)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 5
Page 6.20
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 281.50 ft
Increment = .10 ft
Max. Elev.= 287.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Orifice-Circular
----
01
-------
---> CO
---------
282.750
---------
287.500
Inlet Box
RO
---> CO
285.800
287.500
Orifice -Circular
00
---> CO
281.500
287.500
Culvert -Circular
CO
---> TW
276.500
287.500
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 5
Page 6.21
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 282.75 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 285.80 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 281.50 ft
Diameter = .1666 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 5
Page 6.22
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Equation form =
Structure Type
= Culvert -Circular
.0098
------------------------------------
No. Barrels
= 1
Inlet Control c =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 276.50
ft
Dnstream Invert
= 276.00
ft
Horiz. Length
= 109.00
ft
Barrel Length
= 109.00
ft
Barrel Slope
= .00459
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) =
1.158
T2 ratio (HW/D) =
1.305
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 279.97 ft ---> Flow = 42.85 cfs
At T2 Elev = 280.41 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 5
Page 6.23
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
281.50
.00
Free
Outfall
(no Q: 01,RO,0O,CO)
281.60
.01
Free
Outfall
OO,CO (no
Q:
01,RO)
281.70
.04
Free
Outfall
OO,CO (no
Q:
01,RO)
281.80
.05
Free
Outfall
OO,CO (no
Q:
01,RO)
281.90
.06
Free
Outfall
OO,CO (no
Q:
01,RO)
282.00
.07
Free
Outfall
OO,CO (no
Q:
01,RO)
282.10
.08
Free
Outfall
OO,CO (no
Q:
01,RO)
282.20
.08
Free
Outfall
OO,CO (no
Q:
01,RO)
282.30
.09
Free
Outfall
OO,CO (no
Q:
01,RO)
282.40
.09
Free
Outfall
OO,CO (no
Q:
01,RO)
282.50
.10
Free
Outfall
OO,CO (no
Q:
01,RO)
282.60
.11
Free
Outfall
OO,CO (no
Q:
01,RO)
282.70
.11
Free
Outfall
OO,CO (no
Q:
01,RO)
282.75
.11
Free
Outfall
OO,CO (no
Q:
01,RO)
282.80
.12
Free
Outfall
O1,0O,CO
(no
Q: RO)
282.90
.15
Free
Outfall
O1,0O,CO
(no
Q: RO)
283.00
.21
Free
Outfall
01,OO,CO
(no
Q: RO)
283.10
.24
Free
Outfall
01,OO,CO
(no
Q: RO)
283.20
.27
Free
Outfall
01,OO,CO
(no
Q: RO)
283.30
.29
Free
Outfall
01,OO,CO
(no
Q: RO)
283.40
.31
Free
Outfall
01,OO,CO
(no
Q: RO)
283.50
.33
Free
Outfall
01,OO,CO
(no
Q: RO)
283.60
.35
Free
Outfall
O1,0O,CO
(no
Q: RO)
283.70
.37
Free
Outfall
O1,0O,CO
(no
Q: RO)
283.80
.38
Free
Outfall
O1,0O,CO
(no
Q: RO)
283.90
.40
Free
Outfall
01,OO,CO
(no
Q: RO)
284.00
.41
Free
Outfall
O1,0O,CO
(no
Q: RO)
284.10
.43
Free
Outfall
O1,0O,CO
(no
Q: RO)
284.20
.44
Free
Outfall
01,OO,CO
(no
Q: RO)
284.30
.46
Free
Outfall
01,OO,CO
(no
Q: RO)
284.40
.47
Free
Outfall
01,OO,CO
(no
Q: RO)
284.50
.48
Free
Outfall
O1,0O,CO
(no
Q: RO)
284.60
.49
Free
Outfall
01,OO,CO
(no
Q: RO)
284.70
.50
Free
Outfall
01,OO,CO
(no
Q: RO)
284.80
.52
Free
Outfall
01,OO,CO
(no
Q: RO)
284.90
.53
Free
Outfall
O1,0O,CO
(no
Q: RO)
285.00
.54
Free
Outfall
O1,0O,CO
(no
Q: RO)
285.10
.55
Free
Outfall
O1,0O,CO
(no
Q: RO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Composite Rating Curve
Name.... Outlet 5
Page 6.24
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
285.20
.56
Free
Outfall
O1,0O,CO (no
Q: RO)
285.30
.57
Free
Outfall
O1,0O,CO (no
Q: RO)
285.40
.58
Free
Outfall
O1,0O,CO (no
Q: RO)
285.50
.59
Free
Outfall
O1,0O,CO (no
Q: RO)
285.60
.60
Free
Outfall
O1,0O,CO (no
Q: RO)
285.70
.61
Free
Outfall
O1,0O,CO (no
Q: RO)
285.80
.62
Free
Outfall
O1,0O,CO (no
Q: RO)
285.90
2.59
Free
Outfall
O1,RO,OO,C0
286.00
6.19
Free
Outfall
O1,RO,OO,C0
286.10
10.84
Free
Outfall
O1,RO,OO,C0
286.20
16.34
Free
Outfall
O1,RO,OO,C0
286.30
22.59
Free
Outfall
O1,RO,OO,C0
286.40
29.47
Free
Outfall
O1,RO,OO,C0
286.50
37.01
Free
Outfall
O1,RO,OO,C0
286.60
45.07
Free
Outfall
O1,RO,OO,C0
286.70
53.64
Free
Outfall
O1,RO,OO,C0
286.80
62.70
Free
Outfall
O1,RO,OO,C0
286.90
72.17
Free
Outfall
O1,RO,OO,C0
287.00
82.06
Free
Outfall
O1,RO,OO,C0
287.10
92.34
Free
Outfall
O1,RO,OO,C0
287.20
102.88
Free
Outfall
O1,RO,OO,C0
287.30
105.08
Free
Outfall
RO,CO (no Q:
01,00)
287.40
105.68
Free
Outfall
O1,RO,OO,C0
287.50
106.28
Free
Outfall
RO,CO (no Q:
01,00)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 6
Page 6.25
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 291.50 ft
Increment = .10 ft
Max. Elev.= 295.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Weir-Rectangular
----
WO
--->
-------
CO
---------
292.500
---------
295.000
Inlet Box
RO
--->
CO
293.600
295.000
Orifice -Circular
00
--->
CO
291.500
295.000
Culvert -Circular
CO
--->
TW
290.000
295.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 6
Page 6.26
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WO
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 292.50 ft
Weir Length = 4.00 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 293.60 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 291.50 ft
Diameter = .1666 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:26 AM 2/12/2016

Type.... Outlet Input Data
Name.... Outlet 6
Page 6.27
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Equation form =
Structure Type
= Culvert -Circular
.0098
------------------------------------
No. Barrels
= 1
Inlet Control c =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 290.00
ft
Dnstream Invert
= 279.00
ft
Horiz. Length
= 67.00
ft
Barrel Length
= 67.90
ft
Barrel Slope
= .16418
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) =
1.078
T2 ratio (HW/D) =
1.225
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 293.23 ft ---> Flow = 42.85 cfs
At T2 Elev = 293.67 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
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Type.... Composite Rating Curve
Name.... Outlet 6
Page 6.28
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing
Structures
291.50
.00
Free
Outfall
(no Q: WO,RO,OO,CO)
291.60
.01
Free
Outfall
OO,CO (no Q:
WO,RO)
291.70
.04
Free
Outfall
OO,CO (no Q:
WO,RO)
291.80
.05
Free
Outfall
OO,CO (no Q:
WO,RO)
291.90
.06
Free
Outfall
OO,CO (no Q:
WO,RO)
292.00
.07
Free
Outfall
OO,CO (no Q:
WO,RO)
292.10
.08
Free
Outfall
OO,CO (no Q:
WO,RO)
292.20
.08
Free
Outfall
OO,CO (no Q:
WO,RO)
292.30
.09
Free
Outfall
OO,CO (no Q:
WO,RO)
292.40
.09
Free
Outfall
OO,CO (no Q:
WO,RO)
292.50
.10
Free
Outfall
OO,CO (no Q:
WO,RO)
292.60
.50
Free
Outfall
WO,OO,CO (no
Q: RO)
292.70
1.21
Free
Outfall
WO,OO,CO (no
Q: RO)
292.80
2.12
Free
Outfall
WO,OO,CO (no
Q: RO)
292.90
3.19
Free
Outfall
WO,OO,CO (no
Q: RO)
293.00
4.40
Free
Outfall
WO,OO,CO (no
Q: RO)
293.10
5.72
Free
Outfall
WO,OO,CO (no
Q: RO)
293.20
7.14
Free
Outfall
WO,OO,CO (no
Q: RO)
293.30
8.65
Free
Outfall
WO,OO,CO (no
Q: RO)
293.40
10.25
Free
Outfall
WO,OO,CO (no
Q: RO)
293.50
11.91
Free
Outfall
WO,OO,CO (no
Q: RO)
293.60
13.65
Free
Outfall
WO,OO,CO (no
Q: RO)
293.70
17.41
Free
Outfall
WO,RO,OO,CO
293.80
22.84
Free
Outfall
WO,RO,OO,CO
293.90
28.63
Free
Outfall
WO,RO,OO,CO
294.00
34.38
Free
Outfall
WO,RO,OO,CO
294.10
40.17
Free
Outfall
WO,RO,OO,CO
294.20
45.69
Free
Outfall
WO,RO,OO,CO
294.30
50.72
Free
Outfall
WO,RO,OO,CO
294.40
54.92
Free
Outfall
WO,RO,OO,CO
294.50
57.90
Free
Outfall
WO,RO,OO,CO
294.60
59.68
Free
Outfall
WO,RO,OO,CO
294.70
60.71
Free
Outfall
RO,CO (no Q:
WO,O0)
294.80
61.74
Free
Outfall
RO,CO (no Q:
WO,O0)
294.90
62.75
Free
Outfall
RO,CO (no Q:
WO,O0)
295.00
63.74
Free
Outfall
RO,CO (no Q:
WO,O0)
SIN: Bentley Systems, Inc.
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Appendix A
Index of Starting Page Numbers for ID Names
-----
B
-----
BMP
1...
3.01,
4.01
BMP
2...
3.03,
4.02
BMP
3...
3.05,
4.03
BMP
4...
3.07,
4.04
BMP
5...
3.09,
4.05
BMP
6...
3.11,
4.06
BYPASS POI 1...
3.13, 4.07
-----
0 -----
Outlet
1...
6.01,
6.04
Outlet
2...
6.05,
6.08
Outlet
3...
6.10,
6.13
Outlet
4...
6.15,
6.18
Outlet
5...
6.20,
6.23
Outlet
6...
6.25,
6.28
----- P -----
POND 2... 5.01
POND 3... 5.02
POND 4... 5.03
POND 5... 5.04
POST OFFSITE... 3.15, 4.08
POST POI 2... 3.18, 4.09
POST POI 3... 3.20, 4.10
PRE OFFSITE... 3.22, 4.11
PRE POI 1... 3.25, 4.12
PRE POI 2... 3.27, 4.13
PRE POI 3... 3.29, 4.14
----- R -----
RDU 24 Hour Desi... 2.01
----- W -----
Watershed... 1.01
WETLAND 1... 5.05
WETLAND 6... 5.06
A-1
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Job File: K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.PPW
Rain Dir: K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\
JOB TITLE
Project Date: 3/19/2015
Project Engineer: bmiller
Project Title: Watershed
Project Comments:
Revised January 15, 2016
100yr Detention Model
Revised February 11, 2016
SIN: Bentley Systems, Inc.
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Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
RDU 24 Hour Desi Design Storms ...................... 2.01
*********************** POND VOLUMES ***********************
CULVERT......... Vol: Elev-Area ..................... 3.01
******************** OUTLET STRUCTURES *********************
culvert......... Outlet Input Data .................. 4.01
Composite Rating Curve ............. 4.04
SIN: Bentley Systems, Inc.
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU 24 Hour Desi
Total
Depth Rainfall
Return Event in Type RNF ID
100 7.3700 Time -Depth Curve RDU NOAA 100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
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Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft
Trun
hrs
cfs
ft
ac -ft
-----------------
BMP 1
----
AREA
------
100
----------
5.770
--
---------
12.1000
--------
88.12
--------
------------
BMP 2
AREA
100
6.232
12.1000
92.84
BMP 3
AREA
100
5.284
12.1000
82.32
BMP 4
AREA
100
4.133
12.1000
61.15
BMP 5
AREA
100
4.184
12.1000
62.33
BMP 6
AREA
100
3.603
12.1000
56.14
BYPASS POI
1
AREA
100
15.653
12.2000
171.98
CULVERT
IN
POND
100
79.054
R
12.2000
509.14
CULVERT
OUT
POND
100
79.054
R
12.3500
430.95
268.81
2.603
POND 2
IN
POND
100
6.232
12.1000
92.84
POND 2
OUT
POND
100
6.058
R
12.1500
73.73
275.94
1.837
SIN:
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
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Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
ac -ft
Trun
hrs
cfs
ft
ac -ft
POND
3
IN
POND
100
5.284
12.1000
82.32
POND
3
OUT
POND
100
5.017
R
12.1500
71.73
280.09
1.047
POND
4
IN
POND
100
4.133
12.1000
61.15
POND
4
OUT
POND
100
3.695
R
12.2000
34.97
288.18
1.855
POND
5
IN
POND
100
4.184
12.1000
62.33
POND
5
OUT
POND
100
4.137
R
12.2000
41.38
286.55
1.713
POST
OFFSITE
AREA
100
41.234
12.7500
227.09
*POST
OUT 1
JCT
100
85.112
R
12.3000
473.64
*POST
OUT 2
JCT
100
.868
12.1000
13.67
*POST
OUT 3
JCT
100
.373
12.1000
5.78
POST
POI 2
AREA
100
.868
12.1000
13.67
POST
POI 3
AREA
100
.373
12.1000
5.78
PRE
OFFSITE
AREA
100
41.234
12.7500
227.09
*PRE
OUT 1
JCT
100
74.562
12.2500
483.42
*PRE
OUT 2
JCT
100
4.533
12.1000
70.97
*PRE
OUT 3
JCT
100
.373
12.1000
5.78
PRE
POI 1
AREA
100
33.328
12.2000
367.57
PRE
POI 2
AREA
100
4.533
12.1000
70.97
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Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
SIN:
Bentley PondPack (10.00.027.00)
Return
HYG Vol
Node ID
Max WSEL
Type
Event
ac -ft Trun
PRE POI
3
AREA
100
.373
WETLAND
1 IN
POND
100
5.770
WETLAND
1 OUT
POND
100
5.732 R
WETLAND
6 IN
POND
100
3.603
WETLAND
6 OUT
POND
100
3.584
SIN:
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Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
cfs
ft
ac -ft
12.1000
5.78
12.1000
88.12
12.2000
56.32
294.03
1.602
12.1000
56.14
12.2000
38.85
294.08
.969
1:25 PM
Bentley Systems, Inc.
2/12/2016

Type.... Design Storms
Name.... RDU 24 Hour Desi
Page 2.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Title... Project Date: 3/19/2015
Project Engineer: bmiller
Project Title: Watershed
Project Comments:
Revised January 15, 2016
100yr Detention Model
Revised February 11, 2016
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU 24 Hour Desi
Storm Tag Name = 100
Data Type, File, ID = Time -Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
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Type.... Vol: Elev-Area
Name.... CULVERT
Page 3.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
261.00
1
0
.000
.000
262.00
96
107
.001
.001
265.00
5431
6249
.143
.144
268.00 -----
43589
64406
1.479
1.623
270.00 -----
95075
203040
3.107
4.730
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
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Type.... Outlet Input Data
Name.... culvert
Page 4.01
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 261.00 ft
Increment = .20 ft
Max. Elev.= 270.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- -----------------------------
Culvert-Box Cl ---> TW 261.000 270.000
Culvert -Circular CO ---> TW 262.000 270.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
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Type.... Outlet Input Data
Name.... culvert
Page 4.02
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= Cl
Equation form =
Structure Type
------------------------------------
= Culvert -Box
No. Barrels
= 1
1.0000
Barrel Height
= 6.00
ft
Barrel Width
= 5.00
ft
Upstream Invert
= 261.00
ft
Dnstream Invert
= 260.50
ft
Horiz. Length
= 130.00
ft
Barrel Length
= 130.00
ft
Barrel Slope
= .00385
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .003257
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0260
Inlet Control M =
1.0000
Inlet Control c =
.03470
Inlet Control Y =
.8100
T1 ratio (HW/D) =
1.176
T2 ratio (HW/D) =
1.363
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 268.06 ft ---> Flow = 257.20 cfs
At T2 Elev = 269.18 ft ---> Flow = 293.94 cfs
SIN: Bentley Systems, Inc.
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Type.... Outlet Input Data
Name.... culvert
Page 4.03
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Equation form =
Structure Type
------------------------------------
= Culvert -Circular
No. Barrels
= 1
2.0000
Barrel Diameter
= 4.5000
ft
Upstream Invert
= 262.00
ft
Dnstream Invert
= 261.00
ft
Horiz. Length
= 130.00
ft
Barrel Length
= 130.00
ft
Barrel Slope
= .00769
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004209
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) =
1.156
T2 ratio (HW/D) =
1.303
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 267.20 ft ---> Flow = 118.08 cfs
At T2 Elev = 267.86 ft ---> Flow = 134.95 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
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Type.... Composite Rating Curve
Name.... culvert
Page 4.04
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing Structures
261.00
.00
Free
Outfall
None contributing
261.20
1.13
Free
Outfall
Cl
261.40
3.15
Free
Outfall
Cl
261.60
5.77
Free
Outfall
Cl
261.80
8.84
Free
Outfall
Cl
262.00
12.25
Free
Outfall
Cl
262.20
16.35
Free
Outfall
Cl
+CO
262.40
21.21
Free
Outfall
Cl
+CO
262.60
26.85
Free
Outfall
Cl
+CO
262.80
33.18
Free
Outfall
Cl
+CO
263.00
40.17
Free
Outfall
Cl
+CO
263.20
47.83
Free
Outfall
Cl
+CO
263.40
56.34
Free
Outfall
Cl
+CO
263.60
65.30
Free
Outfall
Cl
+CO
263.80
74.97
Free
Outfall
Cl
+CO
264.00
85.16
Free
Outfall
Cl
+CO
264.20
95.89
Free
Outfall
Cl
+CO
264.40
107.13
Free
Outfall
Cl
+CO
264.60
118.82
Free
Outfall
Cl
+CO
264.80
131.21
Free
Outfall
Cl
+CO
265.00
143.83
Free
Outfall
Cl
+CO
265.20
157.01
Free
Outfall
Cl
+CO
265.40
170.44
Free
Outfall
Cl
+CO
265.60
184.19
Free
Outfall
Cl
+CO
265.80
198.40
Free
Outfall
Cl
+CO
266.00
213.01
Free
Outfall
Cl
+CO
266.20
227.81
Free
Outfall
Cl
+CO
266.40
242.85
Free
Outfall
Cl
+CO
266.60
258.00
Free
Outfall
Cl
+CO
266.80
273.62
Free
Outfall
Cl
+CO
267.00
289.33
Free
Outfall
Cl
+CO
267.20
305.26
Free
Outfall
Cl
+CO
267.40
321.27
Free
Outfall
Cl
+CO
267.60
337.35
Free
Outfall
Cl
+CO
267.80
353.68
Free
Outfall
Cl
+CO
268.00
370.09
Free
Outfall
Cl
+CO
268.20
386.12
Free
Outfall
Cl
+CO
268.40
400.79
Free
Outfall
Cl
+CO
SIN: Bentley Systems, Inc.
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Type.... Composite Rating Curve
Name.... culvert
Page 4.05
File.... K:\14\14-0220\140220-Meritage- 751 Apex Site\H-H\SWMP\Design\140220.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+/-ft
Contributing Structures
268.60
415.38
Free
Outfall
Cl
+CO
268.80
430.08
Free
Outfall
Cl
+CO
269.00
444.74
Free
Outfall
Cl
+CO
269.20
458.29
Free
Outfall
Cl
+CO
269.40
470.78
Free
Outfall
Cl
+CO
269.60
482.99
Free
Outfall
Cl
+CO
269.80
494.86
Free
Outfall
Cl
+CO
270.00
506.45
Free
Outfall
Cl
+CO
SIN: Bentley Systems, Inc.
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Appendix A
Index of Starting Page Numbers for ID Names
----- C -----
CULVERT... 3.01, 4.01, 4.04
----- R -----
RDU 24 Hour Desi... 2.01
----- W -----
Watershed... 1.01
A-1
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